HomeMy WebLinkAboutPermit File BLD-2016-1706 2305 16th Street (5)Site Address 2 3 0 5S 16 �
Buildina Permit # 16
Building z�3 17
C�ublic Works � �� 5 L
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Project Inter -Departmental Plan Review Tracking
ENGINEERING CALCULATIONS
FOR:
LEXAR H ❑ M ES
SITE
XXX 1 6TH ST.
ANACORTES, WA 98221
PROJECT:
3 1 8❑- W I LLIAM S
of W Asxr c��
Q o tit
OQ
\ANAL
9.27.201 6
DATE:
PLAN NUMBER:
p EXODUS ENGINEERING
LEXAR HOMES
9.27.2❑ 1 6
31 8❑ - WILLIAM9
� GaY PHONE: (3601 91 B-1 369
XXX 1 6TH ST.
l:\GL1[fNAL LLIKE�EXOOUSENGINEER.DGM
ANACO RTES WA 98221
ENGINEERING
CONSULTING ENGINEERING
EXODUS ENGINEERING, INC.
DESIGN CRITERIA SUMMARY
SCOPE OF ENG/NEERING: ENGINEER/NG ANALYSES AND DESIGN TO
RESIST LATERAL & 13RAVITY LOADS /N ACCORDANCE W/TH THE 2015 /SC
FOR THE STRL/CTLIRE PROPOSED ON THE COVER HAVE BEEN
INCORPORATED INTO STAMPED "S" SHEETS. ALL PERTINENT
CALCLJLAT/ONS ARE INCLLIDED IN THIS ENGINEERING PACKET THAT
FOLLOWS. ENGINEERING CRITERIA ARE LISTED BELOW.
DESIGN
L❑ADING:
BUILDING
C❑DE
2❑1 5 IBC
SEISMIC
DESIGN CATEG❑RY
D
SS
1.❑9
S,
❑.43
SOS
.77
"R"
6.5
SITE CLASS
D
BASIC
WIND SPEED
1 1
❑MPH (ULT) BSMPH (ASD)
EXP❑SURE
CATEG❑RY
B
LIVE LOADS (PSF) U.N.O.
FL❑❑R
R❑OF SN❑W
DEAD LOADS (PSF) U.N.O.
FLOOR
R❑❑F
SOILS
CRITERIA:
GEOTECHNICAL
ENGINEER
N/A
ALL❑WABLE
S❑IL BEARING
1
,5❑❑ PSF U.N.❑.
BEARING
DEPTH
1
'-❑"
SURCHARGE
N/A
EXODUS ENGINEERING, INC.
1 286 NW MARYLAND AVE
CHEHALIS, WA 98532
PHONE: (360) 345-1 566
LUKEC@EXODUSENGINEER.COM
Page 2 of 24
WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
3180 Williams Lateral.wsw
Level 1 of 1
WoodWorksw Shearwalls 10.42
Sep. 2f l 2018 10:30:15
Orange =Selected walls) Page 3 of 24
WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
3180 Williams Lateral.WSW
WoodWorks®Shearwalls mite
Project Information
COMPANY AND PROJECT INFORMATION
ComDanv Pro'ect
Exodus Engineering
1286 NW Maryland Ave
Chehalis. Wa
DESIGN SETTINGS
Sep. 279 2016 12:09:23
Design Code
Wind Standard
Seismic Standard
IBC 2015/AWC SDPWS 2008
ASCE 7-10 Directional (All
heights) ASCE 7-10
Load
Combinations
Building Code Capacity Modification
For Design (ASD)
For Deflection (Strength)
Wind Seismic
0.70 Seismic + 0.60 Dead
1.00 Seismic + 0.90 Dead
1900 1.00
0.60 Wind + 0.60 Dead
1.00 Wind + 0.90 Dead
Service Conditions
and Load Duration
Max Shearwall Offset [ft]
Duration Temperature
Moisture Content
Plan Elevation
Factor Range
Fabrication Service
(within story) (between stories)
- -
19% 10%
4.00 -
Maximum Height -to -width Ratio
Wood panels
Fiberboard Lumber
Gypsum
Wind Seismic
Wind
Seismic Blocked Unblocked
3.5 3.5
- -
- - -
Ignore non -wood -panel
shear resistance contribution...
Collector forces based on...
Wind
Seismic
Hold-downs Applied loads
Never
Always
Drag struts Applied loads
Shearwall Relative Rigidity: All shearwalls have the same rigidity
Design Shearwall Force/Length: Same for all walls
Wind
Seismic
ASCE 7-10 Directional
(All heights)
ASCE 7-10 12.8 Equivalent
Lateral
Force Proce
Design Wind Speed
110mph
Risk Category Category II
- All
others
Exposure
Exposure B
Structure Type Regular
Enclosure
Enclosed
Building System Bearing Wall
Min Wind Loads: Walls
16 psf
Design Category D
Roofs
8 psf
Site Class D
Topographic Information [ft]
Spectral Response Acceleration
Shape
Height
Length
S1:0.430g
Ss:1.OgOg
Fundamental Period
E-W
N=S
- - -
Site Location: -
T Used 0.104s
ApproximateTa 0.104s
Maximum T 0.145s
0.104s
0.104s
0.145s
Elev: Oft Avg Air density: 0.0765 lb/cu ft
Flexible building, gust factor = 0.85
Case 2
E=W loads
N=S loads
Response Factor R 6.
50
6. 50
Fa: 1 . 06
Fv: 1 .
57
Eccentricity (ft) 8. 03 13.71
Loaded at
7 5 %
Page 4 of 24
1
WoodWorks® Shearwalls 3180 Williams Lateral.wsw Sep. 27, 2016 12:09:23
Structural Data
SHEATHING MATERIALS by WALL GROUP
Sheathing
Fasteners
Apply
Grp
Surf
Material
Ratng
Thick GU
Ply
Or
Gvtv
Size
Type
Df
Eg
Fd
Bk
Notes
in in
ibs/in
in
in
1
Ext
Struct Sh OSB
24/0
3/8 -
3
Vert
77500
6d
Nail
N
4
12
Y
2
Ext
Struct Sh OSB
24/0
3/8 -
3
Vert
77500
6d
Nail
N
6
12
Y
3
Ext
Struct Sh OSB
24/0
3/8 -
3
Vert
77500
8d
Nail
N
3
12
Y
2,3
Legend:
Grp - Wall Design Group number, used to reference wall in other tables
Surf - Exterior or interior surface when applied to exterior wall
Ratng - Span rating, see SDPWS Table C4.2.2.2C
Thick - Nominal panel thickness
GU - Gypsum underlay thickness
Ply - Number of plies (or layers) in construction of plywood sheets
Or - Orientation of longer dimension of sheathing panels
Gvtv - Shear stiffness in /b/in. of depth from SDPWS Tables C4.2.2A-B
Type - Fastener type from SDPWS Tables 4.3A-D: Nail - common wire nail for structural panels and lumber, cooler or
gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail;
Casing - casing nail; Roof - roofing nail; Screw - drywall screw
Size - Common, box, and casing nails: refer to SDPWS Table Al (casing sizes = box sizes).
Gauges: 11 ga = 0.120" x 1-3/4" (gypsum sheathing, 25132" fiberboard), 1-112" (lath & plaster, 112" fiberboard); 13 ga
plasterboard = 0.92" x 1-1/8"
Cooler or gypsum wallboard nail: 5d = .086" x 1-5/8"; 6d = .092" x 1-7/8". 8d = .113" x 2-3/8".0 6/8d = 6d base ply, 8d face
ply for 2-ply GWB.
Drywall screws: No. 6. 1-114" long.
518" gypsum sheathing can also use 6d cooler or GWB nail
Df - Deformed nails ( threaded or spiral), with increased withdrawal capacity
Eg - Panel edge fastener spacing
Fd - Field spacing interior to panels
Bk - Sheathing is nailed to blocking at all panel edges; Y(es) or N(o)
Apply Notes - Notes below table legend which apply to sheathing side
Notes:
2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4
3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud
spacing is 16" max. or panel orientation is horizontal. See SDPWS T4.3A Note 2.
FRAMING MATERIALS and STANDARD WALL by WALL GROUP
Wall
Gr
Species
Grade
b
in
d
in
Spcg
in
SG
E
si^6
Standard Wall
1
D.Fir-L
Stud
1.50
6.00
16
0.50
1.40
type
B
1
D.Fir-L
Stud
1.50
6.00
16
0.50
1.40
perf
B
2
D.Fir-L
Stud
1.50
6.00
16
0.50
1.40
perf
A
2
D.Fir-L
Stud
1.50
6.00
16
0.50
1.40
type
A
3
D.Fir-L
Stud
1 1.50
6.00
16
1 0.50
1.40
Type
C
Legend:
Wall Grp -Wall Design Group
b - Stud breadth (thickness)
d - Stud depth (width)
Spcg - Maximum on -centre spacing of studs for design, actual spacing may be less.
SG - Specific gravity
E - Modulus of elasticity
Standard Wall - Standard wall designed as group.
Notes:
Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs.
Page 5 of 24
2
WoodWorks® Shearwalls 3180 Williams Lateral.wsw Sep. 27, 2016 12.09:23
Design Summary
SHEARWALL DESIGN
Wind Shear Loads, Flexible Diaphragm
All shearwalls have sufficient design capacity.
Seismic Loads, Flexible Diaphragm
All shearwalls have sufficient design capacity.
HOLDDOWN DESIGN
Wind Loads, Flexible Diaphragm
All hold-downs have sufficient design capacity.
Seismic Loads, Flexible Diaphragm
Under -capacity hold-downs were found on the following walls:
Level 1: A-2
This Design Summary does not include failures that occur due to excessive story drift (NBC 4.1.8.13 (3)).
Refer to StoryDrift table in this report to verify this design criterion. Refer to the Deflection table for possible issues
regarding fastener slippage (SDPWS Table C4.2.2D),
Page 6 of 24
3
WoodWorks® Shearwalls 3180 Williams Lateral.wsw Sep. 27, 2016 12:09:23
Flexible Diaphragm Wind Design
ASCE 7 Directional (All Heights) Loads
SHFAR RFSI11 TS
N-S
W
For
H/W-Cub
ASD Shear Force
[plf]
Allowable
Shear [plf]
Crit.
Shearlines
9.p.
Dir
Int
Ext
V Flbsl
vmax
v
Int
Ext
Co
C
Total
V Ibs
Res .
Line 1
Level 1
Lnl, Levl
Line 4
2
2
S->N
N->S
1.0
1.0
2321
2105
66.0
59.8
60.3
54.7
280
280
0.91
0.91
S
S
256
256
9853
9853
0.24
0.21
Ln4, Levl
Wall 4-1
Wall 4-2
Line 8
1^
1^
1^
1^
1^
1^
S->N
N->S
S->N
N->S
S->N
N->S
1.0
1.0
1.0
1.0
1.0
1.0
6194
5965
2252
2169
3942
3796
-
-
281.6
271.1
281.6
271.1
281.6
271.1
281.E
271.1
281.6
271.1
420
420
420
420
420
420
1.00
1.00
1.00
1.00
1.00
1.00
S
S
420
420
420
420
420
420
9240
9240
3360
3360
5880
5880
0.67
0.65
0.67
0.65
0.67
0.65
Ln8, Levl
2
2
S->N
N->S
1.0
1.0
2899
2833
78.4
76.6
70.7
69.1
280
280
0.90
0.90
S
S
253
253
10355
10355
0.28
0.27
E-W
W
For
H/W-Cub
ASD Shear Force
[plf]
Allowable
Shear [plf]
Crit.
Shearlines
Go
Dir
Int
Ext
V [lbsl
vmax
v
Int
Ext
Co
C
Total
V [1bs1
Res .
Line A
Level 1
LnA, Levl
Wall A-2
Wall A-1
Line B
1
1
1
Both
Both
Both
1.0
1.0
1.0
449
207
242
-
68.0
60.4
34.5
34.5
34.5
420
420
420
0.51
0.51
0.57
S
213
213
240
2959
1279
1680
0.16
0.16
0.14
LnB, Levl
Wall B-2
Wall B-1
Line C
2
2
2
Both
Both
Both
1.0
1.0
1.0
929
464
464
-
63.8
63.8
46.4
46.4
46.4
280
280
280
0.73
0.73
0.73
S
204
204
204
4073
2036
2036
0.23
0.23
0.23
LnC, Levl
Line E
3
Both
1.0
2739
283.3
283.3
686
1.00
S
686
6631
0.41
LnE, Levl
Wall E-2
Wall E-1
2
2
2
Both
Both
Both
1.0
1.0
1.0
2022
1607
736
-
64.9
58.7
49.3
49.3
49.3
280
280
280
0.76
0.76
0.84
S
213
213
235
8937
6721
2215
0.23
0.23
0.21
Legend:
Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response.
W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^"
means that this wall is critical for all walls in the Standard Wall group.
For Dir - Direction of wind force along shearline.
H/W-Cub - Fibreboard height -to -width factor from SDPWS table 4.3.4 note 3, or Unblocked structural wood panel factor Cub
from SDPWS 4.3.3.2 for critical segment on wall.
V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by total of all segments on wall.
vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS
eqn. 4.3-8 = V/FHS/Co.
v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any
segment.
Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -
width factors.
Co - Perforation factor from SDPWS Table 4.3.3.5.
C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest.
Total - Combined int, and ext. unit shear capacity inc, perforation factor.
V - For wall: Sum of combined shear capacities for all segments on wall. For shearline: sum of all wall capacities on line.
Crit Resp - Critical response = v/Total = design shear force/unit shear capacity for critical segment on wall or shearline.
Page 7 of 24
Wood Works® Shearwalls 3180 Williams Lateral.wsw Sep. 27, 2016 12:09:23
"S" indicates that the seismic design criterion was critical in selecting wall.
Notes:
Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS
4.3.6.4.214.
Page 8 of 24
5
WoodWorks® Shearwalls 3180 Williams Lateral.wsw Sep. 27, 2016 12:09:23
HOLD-DOWN DESIGN ( flexible wind design
Level 1 Tensile ASD
Line- Location [ft] Load Holddown Force [Ibs] Cap Crit
Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbsI Res .
Line 1
1-1 L End 0.00 0.00 1 598 567 30 NO HOLD DO ^900 0.03
1-1 R End 0.00 42.50 1 542 614
1-1 R Op 2 0.00 45.50 74
1-1 R End 0.00 48.00 34
Line 4
4-1 L End 38.00 -2.00 1 2616 360 2256 LSTHD8 A2320 0.97
4-1 R End 38.00 6.00 1 2519 360 2159 LSTHD8 A2320 0.93
4-2 L End 38.00 6.00 1 2580 630 1950 LSTHD8 ^2320 0.84
4-2 R End 38.00 20.00 1 2485 630 1855 LSTHD8 A2320 0.80
Line 8
8-1 L End 92.00 2.00 1 710 512 198 NO HOLD DO ^900 0.22
8-1 R End 92.00 48.00 1 694 616 78 NO HOLD DO ^900 0.09
Line A
A-1 L End 0.00 0.00 1 564 564 NO HOLD DO ^900 0.63
A-1 R End 16.00 0.00 1 564 564 NO HOLD DO ^900 0.63
A-2 L End 16.00 -2.00 1 639 639 NO HOLD DO ^900 0.71
A-2 R End 38.00 -2.00 1 639 639 NO HOLD DO ^900 0.71
Line B
B-1 L End 38.00 6.00 1 589 1296
B-1 R End 54.00 6.00 1 589 1296
B-2 L End 76.00 2.00 1 728 728 NO HOLD DO ^900 0.81
B-2 R End 92.00 2.00 1 728 728 NO HOLD DO ^900 0.81
Line C
C-1 L End 54.00 12.00 1 2720 36 2684 STHD10 ^3140 0.85
C-1 L Op 1 58.00 12.00 1 2720 90 2630 STHD10 A3140 0.84
C-1 R Op 1 64.00 12.00 1 2668 105 2563 STHD10 A3140 0.82
C-1 L Op 2 69.50 12.00 1 2668 78 2590 STHD10 A3140 0.82
C-1 R Op 3 73.00 12.00 1 30
C-1 L Op 3 73.00 12.00 1 21
C-1 R Op 3 75.00 12.00 1 27
C-1 R End 76.00 12.00 1 9
Line E
E-1 L End 0.00 48.00 1 35
E-1 L Op 1 1.00 48.00 1 374
E-1 L End 6.00 48.00 1 543 1696
E-1 R End 28.00 48.00 1 543 1408
E-2 L End 45.50 48.00 1 142
E-2 L Op 1 46.50 48.00 1 308
E-2 L End 49.50 48.00 1 589 2872
E-2 R End 92.00 48.00 1 589 2641
Legend:
Line -Wall:
At wall or opening - Shearline and wall number At vertical element - Shearline
Posit'n - Position of stud that hold-down is attached to:
V Elem - Vertical element: column or strengthened studs required where not at wall end or opening
L or R End - At left or right wall end
L or R Op n - At left or right side of opening n
Location - Co-ordinates in Plan View
Load Case - Results are for critical load case:
ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8
ASCE 7 Low-rise: Windward corner(s) and Case A or B from Fig. 28.4-1
ASCE 7 Minimum loads (27.1.5 / 28.4.4)
Hold-down Forces:
Shear - Wind shear overturning component, based on shearline force, includes perforation factor Co, factored for ASD by
0.60
Page 9 of 24
6
Woodworks® Shearwalls 3180 Williams Lateral.wsw Sep. 27, 2016 12:09.23
Dead —Dead load resisting component, factored for ASD by 0.60
Uplift - Uplift wind load component, factored for ASD by 0.60
Cmb'd - Sum of ASD factored overturning, dead and uplift forces. May also include the uplift force t for perforated walls
from SDPWS 4.3.6.2.1 when openings are staggered.
Hold-down — Device used from hold-down database
Cap — Allowable ASD tension load
Crit. Resp. - Critical Response = Combined ASD force /Allowable ASD tension load
Notes:
"WARNING - This hold-down does not have design capacities for the thickness of end studs selected, so additional jack
studs or blocking required
Refer to Shear Results table for perforation factors Co.
Page 10 of 24
7
WoodWorks® Shearwalls 3180 Williams Lateral.wsw Sep. 27, 2016 12:09:23
DRAG STRUT FORCES (flexible wind des
Level 1
Line- Position on Wall
Line 1
Location [ft]
Drag Strut
Load Force [lbs]
1-1
1-1
1-1
Line 4
Left
Right
Left
Opening 1
Opening
Opening 2
1
0.00
0.00
0.00
21.00
25.00
42.50
1
1
1
274
63
291
249
57
264
4-2
Line 8
Right
Wall End
38.00
20.00
1
3166
3049
8-1
8-1
Line A
Left
Right
Opening 1
Opening
1
92.00
92.00
21.00
26.00
1
1
162
187
158
183
A-1
A-1
A-2
A-2
Line B
Left
Right
Left
Right
Opening 1
Opening
Opening 1
Opening
1
1
3.50
12.50
19.00
35.00
0.00
0.00
-2.00
-2.00
1
1
1
1
139
47
226
146
139
47
226
146
B-1
B-1
B-1
B-1
B-2
B-2
B-2
Line C
Left
Left
Right
Right
Left
Left
Right
Wall End
Opening 1
Opening
Wall End
Wall End
Opening 1
Opening
1
1
38.00
43.00
49.00
54.00
76.00
81.00
87.00
6.00
6.00
6.00
6.00
2.00
2.00
2.00
1
1
1
1
1
1
1
384
134
217
33
189
61
23
384
134
217
33
189
61
23
C-1
C-1
C-1
C-1
Line E
Left
Left
Right
Left
Wall End
Opening 1
Opening
Opening 2
1
54.00
58.00
64.00
69.50
12.00
12.00
12.00
12.00
1
1
1
1
1608
593
772
665
1608
593
772
665
E-1
E-1
E-1
E-1
E-2
E-2
E-2
E-2
E-2
Right
Left
Right
Right
Right
Left
Right
Left
Right
Opening
Opening 2
Opening
Wall End
Opening
Opening 2
Opening
Opening 3
Opening
1
5
1
2
3
6.00
11.00
23.50
28.00
49.50
61.50
67.50
81.00
86.00
48.00
48.00
48.00
48.00
48.00
48.00
48.00
48.00
48.00
1
1
1
1
1
1
1
1
1
157
8
319
178
678
246
420
66
79
157
8
319
178
678
246
420
66
79
Legend:
Line -Wall - shearline and wall number
Position...- Side of opening or wall end that drag strut is attached to
Location - Co-ordinates in Plan View
Load Case - Results are for critical load case:
ASCE 7 All heights Case 1 or 2
ASCE 7 Low-rise corner; Case A or B
Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline.
Based on ASD factored shearline force, includes perforation factor Co.
-> Due to shearline force in the west -to -east or south -to -north direction
<- Due to shearline force in the east -to -west or north -to -south direction
Page 11 of 24
8
WoodWorks® Shearwalls 3180 Williams Lateral.wsw Sep. 27, 2016 12:09:23
Flexible Diaphragm Seismic Design
SEISMIC INFORMATION
Level
Mass Area
Story Shear LIDS]
Diaphragm Force Fpx Llbs]
Flbsl IscloftlE-W
N=S
E-W N=S
1
All
94183 3980.5
94183 -
11161 11161
11161 11161
14509 14509
- -
Legend:
Building mass — Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12.
Storey shear— Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11.
Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag
strut forces, see 12,10.2,1 Exception 2,
Redundancy Factor p (rho):
E-W 1.00, N-S 1.00
Input by user (overriding calculated value).
Vertical Earthquake Load Ev
Ev = 0.2 Sds D; Sds = 0.77; Ev = 0.154 D unfactored; 0.108 D factored; total dead load factor: 0.6 - 0.108 = 0.492 tension,
1.0 + 0.108 = 1.108 compression.
Page 12 of 24
9
Woodworks® Shearwalls 3180 Williams Lateral.wsw Sep. 27, 2016 12:09:23
SHEAR RESULTS f flexible seismic design)
N=S
W
For
H/W-Cub
ASD Shear Force
[plf]
Allowable
Shear
[pif]
Crit.
Shearlines
Go
Dir
Int
Ext
V Flbsl
vmax
v
Int
Ext
Co
C Total
V Fibsl
Res .
Line 1
Level 1
Lnl, Levl
Line 4
2
Both
1.0
1904
54.1
49.5
200
0.91
S
183
7038
0.27
Ln4, Levl
Wall 4-1
Wall 4-2
Line 8
1
1
1
Both
Both
Both
1.0
1.0
1.0
3630
1320
2310
-
165.0
165.0
165.0
165.0
165.0
300
300
300
1.00
1.00
1.00
S
300
300
300
6600
2400
4200
0.55
0.55
0.55
Ln8, Levl
2
Both
1.0
2278
61.6
55.6
200
0.90
S
180
7396
0.31
E-W
W
For
H/W-Cub
ASD Shear Force
[plf]
Allowable
Shear
[plf]
Crit.
Shearlines
Go
Dir
Int
Ext
V [lbsl
vmax
v
Int
Ext
Co
C Total
V Flbsl
Res .
Line A
Level 1
LnA, Levl
Wall A-2
Wall A-1
Line B
1
1
1
Both
Both
Both
.67
.67
.78
659
304
355
-
99.8
88.7
50.7
50.7
50.7
200
200
233
0.51
0.51
0.57
S
102
102
133
1409
609
933
0.50
0.50
0.38
LnB, Levl
Wall B-2
Wall B-1
Line C
2
2
2
Both
Both
Both
1.0
1.0
1.0
926
463
463
-
63.6
63.6
46.3
46.3
46.3
200
200
200
0.73
0.73
0.73
S
145
145
145
2909
1455
1455
0.32
0.32
0.32
LnC, Levl
Line E
3^
Both
89
2975
307.8
307.8
436
1.00
S
436
4210
0.71
LnE, Levl
Wall E-2
Wall E-1
2^
2^
2^
Both
Both
Both
1.0
1.0
96
3253
2585
1184
-
104.4
94.4
79.3
79.3
79.3
200
200
193
0.76
0.76
0.84
S
152
152
162
6383
4801
1524
0.52
0.52
0.49
Legend:
Unless otherwise noted, fhe value in the table for a shearline is the one for wall on the line with the critical design response.
W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^"
means that this wall is critical for all walls in the Standard Wall group.
For Dir - Direction of seismic force along shearline.
H/W-Cub - Height -to -width factor from SDPWS table 4.3.4 notes 1, 3 or unblocked structural wood panel factor Cub from
SDPWS 4.3.3.2 for critical segment on wall.
V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by total of all segments on wall.
vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS
eqn. 4.3-8 = V/FHS/Co.
v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any
segment.
Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -
width factors.
Co - Perforation factor from SDPWS Table 4.3.3.5.
C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest.
Total - Combined int, and ext. unit shear capacity inc. perforation factor.
V - For wall: combined shear capacity. For shearline: sum of all wall capacities on line.
Crit Resp - Critical response = v/Total = design shear force/unit shear capacity for critical segment on wall or shearline.
"W" indicates that the wind design criterion was critical in selecting wall.
Notes:
Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS
4.3.6.4.2,4.
Page 13 of 24
10
WoodWorks® Shearwalls 3180 Williams Lateral.wsw Sep. 27, 2016 12:09:23
HOLD-DOWN DESIGN (flexible seismic designl
Level 1
Line-
Wall
Posit'n
Location [ft]
X Y
Shear
Tensile ASD
Holddown Force [Ibs]
Dead Ev
Cmb'd
Hold-down
Cap
Fibsl
Crit
Res
.
Line 1
1-1
1-1
1-1
1-1
Line 4
L
R
R
R
End
End
Op 2
End
0.00
0.00
0.00
0.00
0.00
42.50
45.50
48.00
490
490
567
614
74
34
102
25
NO HOLD
DO
^900
0.03
4-1
4-1
4-2
4-2
Line 8
L
R
L
R
End
End
End
End
38.00
38.00
38.00
38.00
-2.00
6.00
6.00
20.00
1533
1533
1512
1512
360
360
630
630
65
65
113
113
1238
1238
995
995
LSTHD8
LSTHD8
LSTHD8
LSTHD8
^2320
^2320
A2320
A2320
0.53
0.53
0.43
0.43
8-1
8-1
Line A
L
R
End
End
92.00
92.00
2.00
48.00
558
558
512
616
92
111
138
53
NO HOLD
NO HOLD
DO
DO
^900
^900
0.15
0.06
A-1
A-1
A-2
A-2
Line B
L
R
L
R
End
End
End
End
0.00
16.00
16.00
38.00
0.00
0.00
-2.00
-2.00
828
828
937
937
828
828
937
937
NO HOLD
NO HOLD
NO HOLD
NO HOLD
DO
DO
DO
DO
^900
^900
^900
^900
0.92
0.92
1.04*
1.04*
B-1
B-1
B-2
B-2
Line C
L
R
L
R
End
End
End
End
38.00
54.00
76.00
92.00
6.00
6.00
2.00
2.00
587
587
726
726
1296
1296
726
726
NO HOLD
NO HOLD
DO
DO
^900
A900
0.81
0.81
C-1
C-1
C-1
C-1
C-1
C-1
C-1
C-1
Line E
L
L
R
L
R
L
R
R
End
Op 1
Op 1
Op 2
Op 3
Op 3
Op 3
End
54.00
58.00
64.00
69.50
73.00
73.00
75.00
76.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
2955
2955
2898
2898
36
90
105
78
30
21
27
9
6
16
19
14
2925
2881
2812
2834
STHD10
STHD10
STHD10
STHD10
A3140
A3140
A3140
A3140
0.93
0.92
0.90
0.90
E-1
E-1
E-1
E-1
E-2
E-2
E-2
E-2
L
L
L
R
L
L
L
R
End
Op 1
End
End
End
Op 1
End
End
0.00
1.00
6.00
28.00
45.50
46.50
49.50
92.00
48.00
48.00
48.00
48.00
48.00
48.00
48.00
48.00
873
873
947
947
35
374
1696
1408
142
308
2872
2641
Legend:
Line -Wall:
At wall or opening - Shearline and wall number
At vertical element - Shearline
Posit'n - Position of stud that hold-down is attached to:
V Elem - Vertical element: column or strengthened studs required where not at wall end or opening
L or R End - At left or right wall end
L or R Op n - At left or right side of opening n
Location - Co-ordinates in Plan View
Hold-down Forces:
Shear - Seismic shear overturning component, factored for ASD by 0.7, includes perforation factor Co.
Dead - Dead load resisting component, factored for ASD by 0.60
Ev - Vertical seismic load effect from ASCE 7 12.4.2.2 =-0.2Sds x ASD seismic factor x unfactored D = 0.180 x factored
D. Refer to Seismic Information table for more details.
Cmb'd - Sum of ASD-factored overturning, dead and vertical seismic forces. May also include the uplift force t for
Page 14 of 24
11
Woodworks® Shearwalls 3180 Williams Lateral.wsw Sep. 27, 2016 12:09R23
perforated walls from SDPVvS 4.3.6.2.1 when openings are staggered.
Hold-down — Device used from hold-down database
Cap — Allowable ASD tension load
Crit. Resp. — Critical Response = Combined ASD force/Allowable ASD tension load
Notes:
^WARNING - This hold-down does not have design capacities for the thickness of end studs selected, so additional jack
studs or blocking required
Shear overturning force is horizontal seismic load effect Eh from ASCE 7 12.4.2.
Uses load combination 8 from ASCE 7 2.4.1 = 0.6D + 0.7 (Eh - Ev).
Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and
4.4.1.6.
Refer to Shear Results table for perforation factors Co.
Shearwalls does not check for either plan or vertical structural irregularities.
*WARNING - Design capacity has been exceeded.
Page 15 of 24
12
WoodWorks® Shearwalls 3180 Williams Lateral.wsw Sep. 27, 2016 12:09:23
DRAG STRUT FORCES flexible seismic desi n
Level 1 Drag Strut
Line- Position on Wall Location [ft] Force [lbs]
Line 1
1-1
1-1
1-1
Line 4
Left
Right
Left
Opening 1
Opening
Opening 2
1
0.00
0.00
0.00
21.00
25.00
42.50
292
67
310
292
310
67
4-2
Line 8
Right
Wall End
38.00
20.00
2412
2412
8-1
8-1
Line A
Left
Right
Opening 1
Opening
1
92.00
92.00
21.00
26.00
165
192
165
192
A-1
A-1
A-2
A-2
Line B
Left
Right
Left
Right
Opening 1
Opening
Opening 1
Opening
1
1
3.50
12.50
19.00
35.00
0.00
0.00
-2.00
-2.00
265
89
432
278
265
432
278
89
B-1
B-1
B-1
B-1
B-2
B-2
B-2
Line C
Left
Left
Right
Right
Left
Left
Right
Wall End
Opening 1
Opening
Wall End
Wall End
Opening 1
Opening
1
1
38.00
43.00
49.00
54.00
76.00
81.00
87.00
6.00
6.00
6.00
6.00
2000
2.00
2000
497
173
281
43
245
78
29
497
173
281
245
43
78
29
C-1
C-1
C-1
C-1
Line E
Left
Left
Right
Left
Wall End
Opening 1
Opening
Opening 2
1
54.00
58.00
64.00
69.50
12.00
12.00
12.00
12.00
2270
838
1090
939
2270
838
1090
939
E-1
E-1
E-1
E-1
E-2
E-2
E-2
E-2
E-2
Right
Left
Right
Right
Right
Left
Right
Left
Right
Opening
Opening 2
Opening
Wall End
Opening
Opening 2
Opening
Opening 3
Opening
1
5
1
2
3
6.00
11.00
23.50
28.00
49.50
61.50
67.50
81.00
86.00
48.00
48.00
48.00
48.00
48.00
48.00
48.00
48.00
48.00
328
18
666
371
1418
515
878
138
164
328
666
371
1418
515
878
138
164
18
Legend:
Line -Wall - shearline and wall number
Position...- Side of opening or wall end that drag strut is attached to
Location - Co-ordinates in Plan View
Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline.
Based on ASD factored shearline force derived from the greater of:
Diaphragm force Fox from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4)
Storey force Vx from Eqn 12.8-13
Includes perforation factor Co and redundancy factor rho.
-> Due to shearline force in the west -to -east or south -to -north direction
<- Due to shearline force in the east -to -west or north -to -south direction
Page 16 of 24
13
WoodWorks® Shearwalls 3180 Williams Lateral.wsw Sep. 27, 2016 12:09:23
Page 17 of 24
14
Project: 3180 Williams Beams
Location: CONT. FTG
Footing
[2015 International Building Code(2012 NDS)]
Footing Size: 12.0 IN Wide x 6.0 IN Deep Continuous Footing With 6.0 IN Thick
x 24.0 IN Tall Stemwall
LongitudinalReinforcement: (2) Continuous #4 Bars
Transverse Reinforcement: #4 Bars @ 16.00 IN. O.C. (unnecessary)
Section Footing Design Adequate
Allowable Soil Bearing
Pressure:
Qs =
1500
psf
Concrete Compressive
Strength:
F'c =
2500
psi
Reinforcing Steel Yield
Strength:
Fy =
40000
psi
Concrete Reinforcement Cover:
c =
3
in
FOOTING SIZE
Width: W = 12 in
Depth: Depth = 6 in
Effective Depth to Top Layer of Steel: d = 2.25 in
STEMWALL
Stemwall
SIZE
6
in
Width:
Stemwall
Height:
24
in
Stemwall
Weight:
150
pcf
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure:
Qu =
1278
psf
Effective Allowable Soil Bearing Pressure:
Qe =
1425
psf
Width Required:
Wreq =
0.9
in2
Beam Shear Calculations (One Way Shear):
Beam Shear:
Vu1 =
113
lb
Allowable Beam Shear:
Vc1 =
2025
lb
Transverse
Direction:
Bending Calculations:
Factored Moment:
Mu =
679
in -lb
Nominal Moment Strength:
Mn =
0
in -lb
Reinforcement Calculations:
Concrete Compressive Block Depth:
a =
0.23
in
Steel Required Based on Moment:
As(1) =
0.01
in2
Min. Code Req'd Reinf. Shrink./Temp.
(ACI-10.5.4)As(2) =
0.14
in2
Controlling Reinforcing Steel:
As-reqd =
0.14
in2
Selected Reinforcement:
Trans: #4's @ 16.0
in.
o.c.
Reinforcement Area Provided:
As =
0.14
in2
Development Length Calculations:
Development Length Required:
Ld =
15
in
Development Length Supplied:
Ld-sup =
0
in
Longitudinal Direction:
Reinforcement Calculations:
Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) = 0.14 in2
Controlling Reinforcing Steel: As-reqd = 0.14 in2
Selected Reinforcement: Longitudinal: (2) Cont. #4 Bars
Reinforcement Area Provided: As = 0.39 in2
Luke Moerke
Exodus Engineering
t'�:4�t,P, 1286 NW Maryland Ave
"' & Chehalis, WA 98532
StruCalc Version 9.0.2.5
9/28/2016 12:59:34 PM
LOADING DIAGRAM
�6 in
T
bin T
3 in
1
1ft
FOOTING LOADING
Live Load:
PL =
690
lb
Dead Load:
PD =
438
lb
Total Load:
PT =
1278
lb
Ultimate Factored Load:
Pu =
1810
lb
Project: 3180 Williams Beams
Location: FTG1 (Header 1.1)
Footing
[2015 International Building Code(2012 NDS)]
Footing Size: 2.0 FT Round Diameter X 12.00 IN Deep
Section Footing Design Adequate
CAUTIONS
" Footing has been designed without reinforcement
Allowable Soil Bearing Pressure:
Qs =
1500
psf
Concrete Compressive Strength:
F'c =
2500
psi
Reinforcing Steel Yield Strength:
Fy =
60000
psi
Concrete Reinforcement Cover:
c =
3
in
FOOTING SIZE
Diameter: Dia. = 2 ft
Effective Depth to Top Layer of Steel: d = 10 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m = 5.5 in
Column Depth: n = 5.5 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure:
Qu =
695
psf
Effective Allowable Soil Bearing Pressure:
Qe =
1350
psf
Required Footing Area:
Areq =
1.62
sf
Area Provided:
A =
3.14
sf
Baseplate Bearing:
Bearing Required:
Bear =
3101
lb
Allowable Bearing:
Bear -A =
70709
lb
Beam Shear Calculations (One Way Shear):
Beam Shear:
Vu1 =
93
lb
Allowable Beam Shear:
Vc1 =
7799
lb
Punching Shear Calculations (Two Way
Shear):
Critical Perimeter:
Bo =
62
in
Punching Shear:
Vu2 =
1454
lb
Controlling Allowable Punching Shear:
vc2 =
45353
lb
Bending Calculations:
Factored Moment:
Mu =
8244
in -lb
Nominal Moment Strength:
Mn =
48742
in -lb
P Luke Moerke
Exodus Engineering
1286 NW Maryland Ave
" . Chehalis, WA 98532
StruCalc Version 9.0.2.5
9/28/2016 12:59:35 PM
LOADING DIAGRAM
—5.5 in
12 in
T
3 in
eft
Live Load:
PL =
1200
lb
Dead Load:
PD =
984
Ib'
Total Load:
PT =
2184
lb
Ultimate Factored Load:
Pu =
3101
lb
Weight to resist uplift w/ 1.5 F.S.:
U.R. =
304
lb
' Load obtained from Load Tracker. See
Summary Report for details.
Project:.3180 Williams Beams
Location: FTG2 (Girder)
Footing
[2015 International Building Code(2012 NDS)]
Footing Size: 2.5 FT x 2.5 FT x 12.00 IN
Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W / (4) min.
Section Footing Design Adequate
Allowable Soil Bearing
Pressure:
Os =
1500
psf
Concrete Compressive
Strength:
F'c =
2500
psi
Reinforcing Steel Yield
Strength:
Fy =
40000
psi
Concrete Reinforcement Cover:
c =
3
in
FOOTING SIZE
Width:
W =
2.5
ft
Length:
L =
2.5
ft
Depth:
Depth =
12
in
Effective Depth to Top Layer of Steel:
d =
8.25
in
Column Type: Wood
Column Width: m = 3 in
Column Depth: n = 5.5 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure:
Qu =
1191
psf
Effective Allowable Soil Bearing Pressure:
Qe =
1350
psf
Required Footing Area:
Areq =
5.51
sf
Area Provided:
A =
6.25
sf
Baseplate Bearing:
Bearing Required:
Bear =
10612
lb
Allowable Bearing:
Bear -A =
45581
lb
Beam Shear Calculations (One Way Shear):
Beam Shear:
Vu1 =
2388
lb
Allowable Beam Shear:
Vc1 =
18563
lb
Punching Shear Calculations (Two Way Shear):
Critical Perimeter:
Bo =
50
in
Punching Shear:
Vu2 =
8788
lb
Allowable Punching Shear (ACI 11-35):
vc2-a =
64688
lb
Allowable Punching Shear (ACI 11-36):
vc2-b =
133031
lb
Allowable Punching Shear (ACI 11-37):
vc2-c =
61875
lb
Controlling Allowable Punching Shear:
vc2 =
61875
lb
Bending Calculations:
Factored Moment:
Mu =
39794
in -lb
Nominal Moment Strength:
Mn =
226185
in -lb
Reinforcement Calculations:
Concrete Compressive Block Depth:
a =
0.49
in
Steel Required Based on Moment:
As(1) =
0.13
in2
Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4):
As(2) =
0.72
in2
Controlling Reinforcing Steel:
As-reqd =
0.72
in2
Selected Reinforcement: #4's @ 7.0
in. o.c. e/w
(4) Min.
Reinforcement Area Provided:
As =
0.79
in2
Development Length Calculations:
Development Length Required:
Ld =
15
in
Development Length Supplied:
Ld-sup =
12
in
Note: Plain concrete adequate for bending,
therefore adequate development length not required.
P Luke Moerke
Exodus Engineering
tie 1286 NW Maryland Ave
AJr Chehalis, WA 98532
StruCalc Version 9.0.2.5 9/28/2016 12:59:35 PM
LOADING DIAGRAM
�5.5 in
12 in
Q 0
T
3 in
2.5 ft
�3 in�
12 in
n n
3 in
2.5 ft
Live Load:
PL =
4200
Ib
Dead Load:
PD =
3243
Ib *
Total Load:
PT =
7443
lb
Ultimate Factored Load:
Pu =
10612
lb
Weight to resist uplift w/ 1.5 F.S.: U.R. =
604
lb
* Load obtained from Load
Tracker. See
Summary Report for details.
Project: 3180 Williams Beams
Location: Header 1
Roof Beam
[2015 International Building Code(2012 NDS)]
3.5 IN x 7.5 IN x 6.0 FT
24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 89.3%
Controlling Factor: Moment
Live Load 0.07 IN L11094
Dead Load 0.05 in
Total Load 0.12 IN L/617
Live Load Deflection Criteria: L/360
Total Load Deflection Criteria: U240
REACTIONS
A
B
Live Load
1500
lb
1500
lb
Dead Load
1157
lb
1157
lb
Total Load
2657
lb
2657
lb
Bearing Length
1.17
in
1.17
in
BEAM DATA
Span Length 6 ft
Unbraced Length -Top 0 ft
Unbraced Length -Bottom 0 ft
Roof Pitch 6 :12
Roof Duration Factor 1.15
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Values
Adjusted
Bending Stress:
Fb =
2400
psi
Controlled
by:
Fb_cmpr =
1850
psi
Fb'
= 2760
psi
Cd=1.15
Shear Stress:
Fv =
265
psi
Fv'
= 305
psi
Cd=1.15
Modulus of Elasticity:
E =
1800
ksi
E' =
1800
ksi
Comp. L to Grain:
Fc - 1=
650
psi
Fc -
L' = 650
psi
Controlling Moment: 3986 ft-lb
3.0 ft from left support
Created by combining all dead and live loads.
Controlling Shear: -2126 lb
At a distance d from support.
Created by combining all dead and live loads.
Comparisons with required sections:
Read
Provided
Section Modulus:
17.33
in3
32.81
in3
Area (Shear):
10.46
in2
26.25
in2
Moment of Inertia (deflection):
47.83
in4
123.05
in4
Moment:
3986
ft-Ib
7547
ft-lb
Shear:
-2126lb
5333lb
P Luke Moerke
Exodus Engineering
<.
1286 NW Maryland Ave
Chehalis, WA 98532
StruCalc Version 9.0.2.5 9/28/2016 12:59:36 PM
ROOF LOADING
pit
Side One:
Roof Live Load:
LL =
25
psf
Roof Dead Load:
DL =
17
psf
Tributary Width:
TW =
18
ft
Side Two:
Roof Live Load:
LL =
25
psf
Roof Dead Load:
DL =
17
psf
Tributary Width:
TW =
2
ft
Wall Load:
WALL =
0
SLOPE/PITCH ADJUSTED
LENGTHS
AND LOADS
Adjusted Beam Length:
Ladj =
6
ft
Beam Self Weight:
BSW =
6
plf
Beam Uniform Live Load:
wL =
500
plf
Beam Uniform Dead Load:
wD_adj =
386
plf
Total Uniform Load:
wT =
886
plf
Page 21 of 24
Project: 3180 Williams Beams
Location: Header 1.1
Roof Beam
[2015 International Building Code(2012 NDS)]
5.5 IN x 7.5 IN x 8.0 FT
24F44 - Visually Graded Western Species - Dry Use
Section Adequate By: 443.0%
Controlling Factor: Moment
Live Load 0.04 IN L/2417
Dead Load 0.03 in
Total Load 0.07 IN L/1328
Live Load Deflection Criteria: L/360
Total Load Deflection Criteria: L/240
REACTIONS
A
B
Live Load
600
lb
600
lb
Dead Load
492
lb
492
lb
Total Load
1092
lb
1092
lb
Bearing Length
0.31
in
0.31
in
BEAM DATA
Span Length 8 ft
Unbraced Length -Top 0 ft
Unbraced Length -Bottom 0 ft
Roof Pitch 6 :12
Roof Duration Factor 1.15
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Values
Bending Stress: Fb = 2400
Fb_cmpr = 1850
Cd=1.15
Shear Stress: Fv =
Cd=1.15
Modulus of Elasticity: E _
Comp. -L to Grain: Fc - L =
psi
Adiusted
Controlled by:
psi Fb' = 2760 psi
'
265 psi Fv_
1800 ksi
650 psi
Controlling Moment: 2184 ft-lb
4.0 ft from left support
Created by combining all dead and live loads.
Controlling Shear: 939 lb
At a distance d from support.
Created by combining all dead and live loads.
Comparisons with required sections: Read
Section Modulus: 9.5 in3
Area (Shear): 4.62 in2
Moment of Inertia (deflection): 34.94 in4
Moment: 2184 ft-lb
Shear: 939 lb
305 psi
E' = 1800 ksi
Fc - L' = 650 psi
Provided
51.56 in3
41.25 in2
193.36 in4
11859 ft-lb
8381 lb
P Luke Moerke
Exodus Engineering
1286 NW Maryland Ave
Chehalis, WA 98532
StruCalc Version 9.0.2.5 9/28/2016 12:59:36 PM
Side
One:
Roof Live Load:
Roof Dead Load:
Tributary Width:
Side Two:
Roof Live Load:
Roof Dead Load:
Tributary Width:
LL
= 25 psf
DL = 17 psf
TW = 4 ft
LL
DL
= 25 psf
= 17 psf
TW = 2 ft
Wall Load: WALL = 0
SLOPE/PITCH ADJUSTED
P Luke Moerke
Exodus Engineering
1286 NW Maryland Ave
Chehalis, WA 98532
StruCalc Version 9.0.2.5 9/28/2016 12:59:36 PM
Side
One:
Roof Live Load:
Roof Dead Load:
Tributary Width:
Side Two:
Roof Live Load:
Roof Dead Load:
Tributary Width:
LL
= 25 psf
DL = 17 psf
TW = 4 ft
LL
DL
= 25 psf
= 17 psf
TW = 2 ft
Wall Load: WALL = 0
SLOPE/PITCH ADJUSTED
LENGTHS
AND LOADS
Adjusted Beam Length:
Ladj =
8
ft
Beam Self Weight:
BSW =
9
plf
Beam Uniform Live Load:
wL =
150
plf
Beam Uniform Dead Load:
wD_adj =
123
plf
Total Uniform Load:
wT =
273
plf
Page 22 of 24
Project: 3180 Williams Beams
Location: Header 1.2
Roof Beam
[2015 International Building Code(2012 NDS)]
5.5INx12.0INx16.0FT
24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 306.4%
Controlling Factor: Deflection
Live Load 0.10 IN L/1857
Dead Load 0.09 in
Total Load 0.20 IN L/975
Live Load Deflection Criteria: L/360
Total Load Deflection Criteria: L/240
REACTIONS
A
B
Live Load
800
lb
800
lb
Dead Load
723
lb
723
lb
Total Load
1523
lb
1523
lb
Bearing Length
0.43
in
0.43
in
BEAM DATA
Span Length 16 ft
Unbraced Length -Top 0 ft
Unbraced Length -Bottom 0 ft
Roof Pitch 6 :12
Roof Duration Factor 1.15
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Values
Bending Stress: Fb = 2400
Fb_cmpr = 1850
Cd=1.15
Shear Stress: Fv = 265
Cd=1.15
Modulus of Elasticity: E = 1800
Comp. L to Grain: Fc - L = 650
Controlling Moment: 6091 ft-lb
8.0 ft from left support
Created by combining all dead and live loads.
Controlling Shear: -1340 lb
At a distance d from support.
Created by combining all dead and live loads.
Comparisons with required sections:
Section Modulus:
Area (Shear):
Moment of Inertia (deflection):
Moment:
Shear:
Adiusted
psi Controlled by.'
psi Fb' = 2760 psi
psi Fv' = 305 psi
ksi
psi
Read
26.48 in3
6.6 in2
194.87 in4
6091 ft-lb
1340 lb
E' = 1800 ksi
Fc - L' = 650 psi
Provided
132 in3
66 in2
792 in4
30360 ft-lb
13409 lb
P Luke Moerke
Exodus Engineering
1286 NW Maryland Ave
Chehalis, WA 98532
StruCalc Version 9.0.2.5 9/28/2016 12:59:37 PM
Side
One:
Roof Live Load:
Roof Dead Load:
Tributary Width:
Side Two:
Roof Live Load:
Roof Dead Load:
Tributary Width:
LL
= 25 psf
DL = 17 psf
TW = 2 ft
LL
DL
= 25 psf
= 17 psf
TW = 2 ft
Wall Load: WALL = 0
SLOPE/PITCH
E' = 1800 ksi
Fc - L' = 650 psi
Provided
132 in3
66 in2
792 in4
30360 ft-lb
13409 lb
P Luke Moerke
Exodus Engineering
1286 NW Maryland Ave
Chehalis, WA 98532
StruCalc Version 9.0.2.5 9/28/2016 12:59:37 PM
Side
One:
Roof Live Load:
Roof Dead Load:
Tributary Width:
Side Two:
Roof Live Load:
Roof Dead Load:
Tributary Width:
LL
= 25 psf
DL = 17 psf
TW = 2 ft
LL
DL
= 25 psf
= 17 psf
TW = 2 ft
Wall Load: WALL = 0
SLOPE/PITCH
P Luke Moerke
Exodus Engineering
1286 NW Maryland Ave
Chehalis, WA 98532
StruCalc Version 9.0.2.5 9/28/2016 12:59:37 PM
Side
One:
Roof Live Load:
Roof Dead Load:
Tributary Width:
Side Two:
Roof Live Load:
Roof Dead Load:
Tributary Width:
LL
= 25 psf
DL = 17 psf
TW = 2 ft
LL
DL
= 25 psf
= 17 psf
TW = 2 ft
Wall Load: WALL = 0
SLOPE/PITCH
Wall Load: WALL = 0
SLOPE/PITCH
ADJUSTED
LENGTHS
AND
LOADS
Adjusted Beam Length:
Ladj =
16
ft
Beam Self Weight:
BSW =
14
plf
Beam Uniform Live Load:
wL =
100
plf
Beam Uniform Dead Load:
wD_adj =
90
plf
Total Uniform Load:
wT =
190
plf
Page 23 of 24
Project: 3180 Williams Beams
Location: Header 1.3
Roof Beam
[2015 International Building Code(2012 NDS)]
3.5 IN x 9.0 IN x 5.0 FT
24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 50.3%
Controlling Factor: Shear
Live Load 0.05 IN L/1097
Dead Load 0.01 in
Total Load 0,07 IN L/872
Live Load Deflection Criteria: L/360
Total Load Deflection Criteria: L/240
REACTIONS
A
B
Live Load
3957
lb
2410
lb
Dead Load
967
lb
967
lb
Total Load
4924
lb
3377
lb
Bearing Length
2.16
in
1.48
in
BEAM DATA
Span Length 5 ft
Unbraced Length -Top 0 ft
Unbraced Length -Bottom 0 ft
Roof Pitch 6 :12
Roof Duration Factor 1.15
MATERIAL PROPERTIES
24F-V4 - Visually Graded
Western Species
Base Values
Adjusted
Bending Stress:
Fb =
2400
psi
Controlled
by:
Fb_cmpr =
1850
psi
Fb'
= 2760
psi
Cd=1,15
Shear Stress:
Fv =
265
psi
Fv'
= 305
psi
Cd=1.15
Modulus of Elasticity:
E =
1800
ksi
E' =
1800
ksi
Comp. -L to Grain:
Fc -1=
650
psi
Fc -1'
= 650
psi
Controlling Moment: 6389 ft-lb
2.5 ft from left support
Created by combining all dead and live loads.
Controlling Shear: 4259 lb
At a distance d from support.
Created by combining all dead and live loads.
Comparisons with required sections:
Read
Provided
Section Modulus:
27.78
in3
47.25
in3
Area (Shear):
20.96
in2
31.5
in2
Moment of Inertia (deflection):
69.75
in4
212.63
in4
Moment:
6389
ft-lb
10868
ft-lb
Shear:
4259lb
6400lb
P Luke Moerke
Exodus Engineering
t 4
r:4�tlJ 1286 NW Maryland Ave
<Jr Chehalis, WA 98532
StruCalc Version 9.0.2.5 9/28/2016 12:59:37 PM
ROOF LOADING
Side One:
Roof Live Load:
LL =
25
psf
Roof Dead Load:
DL =
17
psf
Tributary Width:
TW =
18
ft
Side Two:
Roof Live Load:
LL =
25
psf
Roof Dead Load:
DL =
17
psf
Tributary Width:
TW =
2
ft
Point Live Load
LL =
3867
lb
Point Dead Load
DL =
0
lb
Point Load Location
@
1.5
ft
Wall Load:
WALL =
0
plf
SLOPE/PITCH ADJUSTED
LENGTHS
AND
LOADS
Adjusted Beam Length:
Ladj =
5
ft
Beam Self Weight:
BSW =
7
plf
Beam Uniform Live Load:
wL =
500
plf
Beam Uniform Dead Load:
wD_adj =
387
plf
Total Uniform Load:
wT =
887
plf
Page 24 of 24
�
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PROJECT:
LE XAE mLE� s(2,@ mem
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ceNo K LUMBER, SNOHoeSH
TT»cRYJoES
BUILD,NG PRODUCTS
m2STREET _ AUBURN ,__01
eaE(253 ) m> _: 3939- m,
Page 1
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2015.2 10/05/16 10:54:23
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2015.2 EXPIRES ON 3/31/2017. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY: HUTTIG BUILDING PRODUCTS
JOB ID: SIMPLE SPAN
STATE: CODE: IRC 2012
PRODUCT: 1-PLY 9-1/2" LPI 18
DEPTH
9-1/2vI
LENGTH
12150 FT
P LY
I
SERIES
LI?I 18
DESIGN CRITERIA FOR FLOOR JOIST (UN FACTORED LOADS)
-------------------------------
LIVE DEAD SAFE ALLOWABLE DEFLECTION
(PSF) (PSF) LOAD SPACING SHEATHING LIVE TOTAL
40 15 NO 1992 GLUED&NAILED L/480 L/240
MAXIMUM ALLOWED LIVE LOAD DEFLECTION IS 0.500"
ALLOWABLE
/ WORKING STRESS
DESIGN
DATA
DEFLECTION
-----------
REACTION
MOMENT
SHEAR
LIVE LOAD
TOTAL LOAD
---------------------------------------------------------------
ACTUAL
539
1529
519
0.169
0.232
ALLOWABLE
970
2365
1130
0.295
0.590
STRESS INDICES 0.56
0.65
0.46
L/838
L/609
LOAD CASE
1
1
1
1
1
**** THE REACTION,
MOMENT
AND SHEAR DATA ABOVE
ARE BASED ON THE MAXIMUM
STRESS INDICES AND
MAY NOT
REFLECT THE ABSOLUTE
MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L).
NOTES
*** DEFLECTION ASSUMES. COMPOSITE ACTION WITH GLUED AND NAILED 19/32"
APA RATED SHEATHING (40/20 SPAN RATING)
*** APPLIED LOADS OVER END BEARING AND LOADS EXCEEDING 250 LBS
OVER INTERMEDIATE BEARING MUST BE TRANSFERED DIRECTLY TO
SUPPORT BY RIM BOARD, BLOCKING, SQUASH BLOCKS OR OTHER DEVICE.
*** COMPRESSION EDGE BRACING REQUIRED AT 59" O.C. OR LESS.
STRUCTURAL GEOMETRY
-------------------
SPAN 1
12.250'
TOTAL SPAN: 12.25 FT
LOAD PATTERNS
Page 2
CASE
SPAN
SHAPE
TYPE
SOURCE
LOADING
Wl W2
X1
(FT)
X2
(FT)
+ALL
1
UNIF
DEAD
FLOOR
TOP
24.0 PLF
0.000
12.250
+l
1
UNIF
LIVE
FLOOR
TOP
64.0 PLF
0.000
12.250
+2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 12.250
+ INDICATES LOAD IS BASED ON SPACING AND INPUT LIVE OR DEAD LOAD PSF.
MAXIMUM SECTION FORCES: MOMENT = 1529 LB -FT SHEAR = 519 LBS
MAXIMUM UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
BRG#1: 539 BRG#2: 539
MAXIMUM UNFACTORED SUPPORT REACTIONS (PLF) USE THESE VALUES WHEN TRANSFERRING LOADS
BRG#1: 337 BRG#2: 337
REQUIRED BEARING SIZES (IN)
---------------------------
BRG#1: 3.50 BRG#2: 3.50
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION
SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/?
1 0.169 0.295 L/850 0.232 0.590 L/618
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L).
MAXIMUM STRESS INDICES: MSI = 0.65 VSI = 0.46 RSI = 0.56
VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY
RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN
TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED
LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR
UNCERTAINTIES, PLEASE CONTACT LP.
THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS.
USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS
IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION.
LC3KAF! Engineering Service
Request Form
H O M E S
Last Revise w 0524116
Job ecific Details -All Item in "Red"A&Itbe filled out.
7/15116
Design Criteria
Burlington Office
Roof Ground
25
Address
7Pian
489 Andis Road
Seismic
D
Burlington, WA 98233
Frost d
12
umber
3180
Wind Load (mph)
85
Job Number
Exposure
Not Selected
Customer information
BuildingDepartment
Re uMements
Customer Name
Bruce & JoAnne Williams
CountySka
it County,WA
Site Address
XXX 16th St
Size of plans needed
Full Size Drawings (1i4" Scale)
Anacortes,WA98221
StType
Digital
Checklist- Please Show Location of All Items Below on Floor Plan
TV & Phone Jacks (Write on plan "TBD' if not known)
Dimension Walls, Doors &Windows that are moved
Additional Outlets (Write on plan 7BD" if not known)
Different Siding Types (Walls & Gables)
Water Heater (if different from stock plan)
Laminate i Carpel I
Vinyl )Tile
Water Softener & Pressure Tank
Stone Accents
Height of FDN Wall (If Taller than 24")
Grid Windows
Furnace Location
'
Can Lights (Write on plan 'TBD' if not known)
"
Skylights and Solar Tubes
'
Gas Rough Ins
'
Special
Instructions
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MiTek USA, Inc.
250 Klug Circle
Corona, CA 92880
951 245-9525
Re: B1604837
3180 6/12
The truss drawings) referenced below have been prepared by MiTek USA, Inc. under my direct supervision
based on the parameters provided by ProBuild West (Arlington, WA).
Pages or sheets covered by this seal: K2452211 thru K2452247
My license renewal date for the state of Washington is May 16, 2017.
Lumber design values are in accordance with ANSUTPI 1-2007 section 6.3
These truss designs rely on lumber values established by others.
October 10,2016
Baxter, David
IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed
in the jurisdictions(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters
shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific
information included is for MiTek's customer's file reference purpose only, and was not taken into account in the preparation
of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any
particular building. Before use, the building designer should verify applicability of the design parameters and properly
incorporate these designs into the overall building design per ANSUTPI 1, Chapter 2.
Job
Truss
Truss Type
Qty
Ply
3180 6/12
K2452211
B1604837
A01
ROOF SPECIAL GIRDER
1
1
Job Reference (optional)
PfoBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:11 2016 Page 1
ID: ubl sihnKw3JmFOVeCZgKsCzGu7V-b6U N DaCu_YKreOAlexRWvR4vgu7EFJYztv3yPwyUpYW
1-3-8 5-4-12 0-6- 4-Fr2 5-0-7 5-0-7 5-0-7 5-2-3
Bx10 \\
4x4 =
6.00 12 2x4 1 4x4 = 4x8 = 4x10 = 4x8 = 3x4
10x10 -_ 35 36 18 37 38 17 39 40 41 1615 42
6x8 = 6x10 = 8x16 MT20HS =
14 43 44 45 13 46 47 4812 49
4x6 = 2x4 11 4x6 =
Scale = 1:66.9
11
50
7x10 MT18H =
i 5-4-12 10-5-1 15-5-8 20-5-15 25-6-6 30-6-13 35-9-0
Plate Offsets
(X Y)- 1[970-3-8
0-2-D].[1570-4-8
0-4-81
[1870-3-8.0-3-0]
[19:0-5-0 0-8-9]
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES
GRIP
TCLL
25.0
Plate Grip DOL
1,15
TC
0,85
Vert(LL)
-0.41
14-16
>999
240
MT20
220/195
TCDL
10.0
Lumber DOL
1.15
BC
0,52
Vert(CT)
-0.71
14-16
>599
180
MT20HS
165/146
BCLL
0.0
Rep Stress Incr
NO
WB
0.79
Horz(CT)
0,14
11
n/a
n/a
MT18H
220/195
BCDL
8.0
Code IRC2015/TPI2014
(Matrix)
Weight: 230 lb
FT = 20%
LUMBER -
TOP CHORD 2x6 DF No.2 `Except`
1-3: 2x4 DF 1800F 1.6E
BOT CHORD 2x6 OF 240OF 2.0E
WEBS 2x4 OF No.2 `Except'
2A9: 2x6 OF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc purlins, except
end verticals, and 2-0-0 oc purlins (2-3-7 max.): 3-10.8 BOT CHORD Rigid ceiling directly applied or 8-6-oc bracing.
WEBS 1 Row at midpt 8-12, 9-11
be installed during truss erection, in accordance with Stabilizer
Installation guide.
MiTek recommends that Stabilizers and required cross bracing
REACTIONS. (Ib/size) 11=2886lMechanical, 19=3017/0-5-8
Max Horz 19=100(LC 5)
Max Upliftl 1 =-504(LC 5), 19=-492(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-4836/854, 3-20=-6825/1252, 20-21=-6825/1252, 21-22=-6825/1252,
4-22=-6825/1252, 4-23=-6825/1252, 23-24=-6825/1252, 5-24=-6825/1252,
5-25=-8012/1486, 25-26=8012/1486, 26-27=-8012/1486, 6-27=-8012/1486,
6-7=-7952/1517, 7-28=7952/1517, 28-29=-7952/1517, 8-29=-7952/1517, 8-30=-3991/735,
30-31=-3991/735,31-32=-3991/735,9-32=-3991/735,2-19=-2874/511
BOT CHORD 19-35=-169/668, 35-36=-169/668, 18-36=-169/668, 18-37=-789/4312, 37-38=-789/4312,
38-39=-789/4312, 17-39=-789/4312, 17-40=-1478/8012, 40-41=-1478/8012,
16-41=-1478/8012,15-16=-1510/7952,15-42=-1510/7952,42-43=-1510/7952,
14-43=-1510/7952, 14-44=-1234/6605, 44-45=-123416605, 13-45=-1234/6605,
13-46=-1234/6605, 46-47=-1234/6605, 47-48=-123416605, 12-48=-1234/6605,
12-49=-730/3991, 49-50=-730/3991, 11-50=-730/3991
WEBS 3-18=-447/217, 3-17=-570/3067, 4-17=-716/258, 5-17=-14241287, 5-16=0/322,
6-14=-678/224, 8-14=-329/1603, 8-13=01337, 8-12=-3110/601, 9-12=-213/1859, L
9-11=-4693/839, 2-18=-651/3666 O 4&
NOTES- A$ �C ? C�
1) Unbalanced roof live loads have been considered for this design. fl�
2) Wind: ASCE 7-10; Vult=11 Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated. ,d
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �O �� 51398� 4j
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members. �S G
7) Refer to girder(s) for truss to truss connections. S10NAL
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 11=5043
Continue& page 2 October 10,2016
AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev- 10/03/2015 BEFORE USE.
iT Design valid for use only with Mek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
❑ truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate }his design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek!
is always required for stability and to prevent collapse with possible personal injuryand property damage. For general guidance regarding the
ti fabrication, storage, delivery, erecon and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880
Job
Truss Type
Qty
Ply
3180 6/12
TA'01Ss
K2452211
B1604837
ROOF SPECIAL GIRDER
1
1
Job Reference (optional)
ProBuild Arlington,
NOTES-
Anington, WA 98223
1.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:18 2016 Page 2
ID: ub1 sihnKw3JmFOVeCZgKsCzGu7V-312mQwD WIsSiGYlyCeylSec4ulTT_mo76YoVyMyUpYV
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 528 lb down and 260 lb up at 5-11-10, 112 lb down and 106 lb up at 8-0-12
112 lb down and 111 lb up at 10-0-12, 112 Ib down and 113 lb up at 12-0-12, 112 lb down and 115 lb up at 14-0-12, 112 Ib down and 116 Ito up at 16-0-12, 112 Ito down and
118 lb up at 18-0-121 112 Ito down and 120 lb up at 20-0-12, 112 lb down and 120 lb up at 21A 1-4, 112 lb down and 118 lb up at 23-1141 112 lb down and 116 lb up at
25-11-41 112 lb down and 115 Ito up at 27-11-41112 lb down and 113 lb up at 29-114, and 112 lb down and 113 lb up at 31-11-4, and 112 Ib down and 113 lb up at 33-114
on top chord, and 54 lb down at 2-0-12, 57 lb down at 4-0-12, 63 lb down at 6-0-12, 63 lb down at &0-12, 63 lb down at 10-0-12, 63 lb down at 12-0-12, 63 lb down at
14-0-121 63 lb down at 16-(J-12, 63 lb down at 18-0-12, 63 lb down and 18 lb up at 20-0-123 63 lb down and 18 lb up at 21A 1-4, 63 lb down at 23-11-42 63 lb down at 25-11-4
63 lb down at 27-11-4, 63 lb down at 29-11-4, and 63 lb down at 31-114, and 63 lb down at 33-11-4 on bottom chord. The design/selection of such connection device(s) is
the responsibility of others.
12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASES) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-70, 2-3=-70, 3-10=-70, 11-19=-16
Concentrated Loads (lb)
Vert: 15=-44(F) 20=-479 21=-112 22=-112 23=-112 24=-112 25=-112 26=-112 27=-112 28=-112 29=-112 30=-112 31=-112 32=-112 33=-112 34=-112 35=-28(F)
36=-28(F) 37=42(F) 38=-44(F) 39=44(F) 40=-44(F) 41=-44(F) 42=-44(F) 43=-44(F) 44=44(F) 45=-44(F) 46=44(F) 47=-44(F)48=44(F) 49=-44(F) 50=44(F)
AWARN/NG -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with M7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevenT buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to pre en collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI BuBding Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314,
MiTek'
250 Klug Circle
Corona, CA 92880
Job
Truss
Truss Type
Qty
Ply
3110 6112
K2452212
B1604837
A02
ROOF SPECIAL
1
1
Job Reference (optIonal)
roBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTeK Industiles, Inc. vlon Oct I u 1 1:33: 19 20 10 rage I
ID:ublsihnKw3JmFOVeCZgKsCzGu7V-YUc8dGEBWAaZtiK8mMT.s9LAhnPjEAGLCY3UpyUpYU
Lp- Z�IP15 14-3-9 2 _1=3 28-4-14 35-9-0
9.9 0��3 6-4-10 7-0-10 7-4-2
rl'=3ws 3.2 7JO-10
4
0AV
3X6 3XS 4x5 = 3X4 3X6
3x4
LUMBER= BRACING=
LOADING
(psf)
SPACING=
2-0-0
CSI,
DEFL,
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL
TCDL
25.0
10.0
Plate Grip DOL
Lumber DOL
1,15
1,15
TC 0,49
BC 0,61
Vert(LL)
Vert(CT)
-0.20
-0.40
10-11
10-11
>999
>999
240
180
MT20 220/195
BCLL
0'0
Rep Stress Incr
YES
WB 0.71
Horz(CT)
0,13
10
n/a
n/a
BCDL
8.0
Code IRC2015ITP12014
(Matrix)
Weight, 176 lb FT 20%
BOT CHORD 2x4 OF 180OF 1,6E
WEBS 2x4 OF No.2 BOT CHORD
WEBS
Max Uplift 1 O=-1 90(LC 5), 15=-1 92(LC 8)
FORCES, (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or les
OPCHORD 3-4=-2347/321 4-16=-2064/308 16-17=-2064/3
7-22=-24171316, 22w23=�2417/3116, 8w23=-2417/316, 2-15=-322/59
BOTCHORD l4wl!5�27711860,113-14=m463/2988, 12-13=-463/2988,11-12=-468/2983,
1 Owl 1 =w319/2049
WEBS 3-14=-65/406, 4-14=w28/598, 5-14=-1 159/229, 6-11 =w775/203, &1 1=-461783,
8-10=-2357/346, 3-15=-2124/275
NOTES=
1) Unbalanced roof live loads have been considered for this design,
ceiling directly applied or 1 OwO-O Do bracing.
w at midpt 5wl4o BAO
�ek recommends that Stabilizers and required cross bracing
installed during truss erection, in accordance with Stabilizer
allation guide.
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) I 0=1 90,
15=192.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 58 lb down and 66 lb up at 7-8-8,
32 lb down and 51 lb up at l0wOw121 34 lb down and 54 lb up at 12-0-12, 34 lb down and 54 lb up at 14-0w12, 34 lb down and 54 lb up
at 16-0-12, 34 lb down and 54 lb up at 18wOwl2, 34 lb down and 54 lb up at 20-0-12, 34 lb down and 54 lb up at 21wl 141 34 fb down
and 54 ib up at 23-11-4, 34 lb down and 54 lb up at 25-11-4, 34 lb down and 54 lb up at 27wl 1-4t 18 lb down and 28 lb up at 29-11-41
and 18 lb down and 28 lb up at 31-11-4, and 18 lb down and 28 lb up at 33w114 on top chord. The design/selection of such
nngction day ce(s) is the responsibility of others.
ue
on Pin on page
A& RNiNG - Verify dwign parameters and READ NOTES ON THIS
Design valid for use only with M7iek@ connectors. This design is lo
y q r I r
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TP1l Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Flate Institute, 218 N_ Lee Street, Suite 312, Alexandria, VA 22314.
u,(OXAL_10)�
ber 10,2016
Circle
CA 92880
Job
Truss
Truss Type
City
Ply
3180 6/12
K2452212
B1604837
A02
ROOF SPECIAL
1
1
Job Reference (optional)
ProBuild Arlington,
Arlington,WA 98223
7,640 s Sep 29 2015 MiTek Industries, Inc. Mon
Oct 10 11:33:19 2016 Page 2
ID:ub1 sihnKw3JmFOVeCZgKsCzGu7V-YUc8dGE8WAaZtiK8mMT_s9LAhnPjEAGLCY3UpyUpYU
LOAD CASES) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=40, 2-4=-70, 4-9=-70, 10-15=-16
r.
AWARN/NG -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTekOO connectors. This design is based only upon parameters shown, and is for an individual building component, not ��a a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss we and/or chord members only. Additional temporaryand permanent bracing MiTeka
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Qualify Criteria, DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute, 218 N, Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880
Job
Truss
Truss Type
Qty
Ply
3180 6/12
K2452213
B1604837
A03
ROOF SPECIAL
1
1
Job Reference (optional)
ProBuild Arlington, Adington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:20 2016 Page 1
ID: ub1 sihnKw3Jm FOVeCZgKsCzGu7V-OhAWrcFmHTiQVsvKJ3_DX3iSz589ShSQZsHcOFyUpYT
r1-3-812 9-10�15 15-9-9 22-4-3 2&10-14 35-9-0
1 8 4.9.3 4-9-9 0-4-3 5-10-10 6-6-10 6-6-10 6-10-2
5x6
3x4 =
3x4 = 3x6 3x6 =
Scale = 1:65.2
4x4 I
3x6 = Us — 3x12 MT18H = 3x4 = 3x6
=
=
3x4
Plate Offsets (X.Y)--
[4.0-0-1 0-0-0]
[9:Edge.0-3-8]
LOADING
(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Vdefl
Ud
PLATES
GRIP
TCLL
TCDL
25.0
10.0
Plate Grip DOL
Lumber DOL
1,15
1,15
TC 0.74
BC 0,57
Vert(LL)
Vert(CT)
-0.18
-0.3414-15
12-14
>999
>999
240
180
MT20
MT18H
220/195
220/195
BCLL
0.0
Rep Stress Incr
YES
WB 0,71
Horz(CT)
0,11
10
rite
n/a
BCDL
8.0
Code IRC2015/TPI2014
(Matrix)
Weight: 186lb
FT=20%
LUMBER -
TOP CHORD 2x4 DF 1800E 1.6E
BOT CHORD 2x4 DF 180OF 1.6E
WEBS 2x4 DF No.2
REACTIONS. (Ib/size) 10=1853/Mechanical, 15=1665/0-5-8
Max Horz 15=160(LC 5)
Max Uplift 10=-282(LC 5), 15=-176(LC 8)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-5-8 oc purlins, except
end verticals, and 2-0-0 oc purlins (4-2-11 max.): 4-9.
BOT CHORD Rigid ceiling directly applied or 10-04 oc bracing.
WEBS 1 Row at midpt 5-1418-10, 3-15
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
FORCES. (lb) -Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-319/36, 3-4=-2356/301, 4-16=-2048/291, 16-17=-2048/291, 5-17=2048/291,
5-18=-2612/368,18-19=-2612/368,19-20=-2612/368,6-20=-2612/368,6-21=-2086/3051
7-21=-2086/305, 7-22=-2086/305, 8-22=2086/305, 9-10=-358/99, 2-15=-378/61
BOT CHORD 14-15=-285/2010, 14-26=-393/2610, 13-26=-393/2610, 13-27=-393/2610,
12-27=-393/26103 12-28=-397/2512, 28-29=-397/2512, 11-29=-397/2512,
11-30=-309/1812,30-31=-309/1812,10-31=-309/1812
WEBS 3-14=71/265, 4-14=-26/604, 5-14=-825/188, 6-11=-679/138, 8-11= 16/771,
8-10=-2275/352, 3-15=2166/278
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.Spsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = B.Opsf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 10=2822
15=176.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Continued on page 2
AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 18/03/2015 BEFORE USE.
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown. and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is }o prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required forstability and To prevent collapse wiTh possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee. Street, Suite 312, Alexandria, VA 22314.
�ssjONAL�Gt� "
October 10,2016
MiTek`
250 Klug Circle
Corona, CA 92880
Job
Truss
Truss Type
Qty
Ply
3180 6/12
K2452213
B1604837
A03
ROOF SPECIAL
1
1
Job Reference (optional)
ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:20 2016 Page 2
ID:ub1sihnKw3JmFOVeCZgKsCzGu7V-OhAWrcFmHTiQVsvKJ3_DX3iSz589ShSQZsHcOFyUpYT
NOTES-
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 58 lb down and 66 to up at 9-8-8, 32 lb down and 51 lb up at 12-0-121 18 lb
down and 28 lb up at 14-0-121 34 lb down and 54 lb up at 16-0-12, 34 lb down and 54 lb up at 18-OA 21 34 lb down and 54 lb up at 20-0-12, 34 Ito down and 54 lb up at
21-11-43 34 lb down and 54 lb up at 23-11-4, 34 lb down and 54 lb up at 25-11-42 18 lb down and 28 lb up at 27-11-4, 123 lb down and 96 Ito up at 29A 14, and 123 Ib down
and 96 lb up at 31-11-4, and 123 lb down and 96 lb up at 33-114 on top chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASES) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-70, 24=-70, 4-9=-70, 10-15=-16
Concentrated Loads (Ib)
Vert: 23=-123 24=-123 25=-123
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building componen}, not
airuss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and To prevent collapse wi}h possible personal injuryand property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314,
MiTek'
250 Klug Circle
Corona, CA 92880
i.
Job
Truss
Truss Type
Qty
Ply
31110 6112
K2452214
B1604837
A04
California
1
1
Job Reference (optional)
ProBUild Arlington, Adington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:21 2096 Page 1
ID:ublsihnKw3JmFOVeCZgKsCzGu7V-Utku2yFP2ngH70UWtnVS3HEe7VSpBDGZoW19YhyUpYS
.�-3-n 5-9-13 1 b6-12 11-10 15 1 121 24-2-10 30-1-1 30.3&9-0
1-3-8 5.9-13 5-8-15 0-4-3 5_ O0 7 6-5-3 5-10-7 0-45r4
3 5-&12
Sx6 i
3x4 = 3x4 = 5x6 =
Scale = 1:65.1
3x4 I I 4x6 = 3x8 _ 4x6 = 3x4 = 410 _ 2x4
Plate Offsets
(-X Yl-- [2.0-2-15
0-2-0],_[4.0-0-1
0-0-Oj,
j70-3-0
0-1-12]
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL
25.0
Plate Grip DOL
1,15
TC 0.65
Vert(LL)
421 11-13
>999
240
MT20 220/195
TCDL
BCLL
10.0
0.0 *
Lumber DOL
Rep Stress Incr
1,15
YES
BC 0.67
WB 0,42
Vert(CT)
Horz(CT)
438 11-13
0,08
9
>999
n/a
180
n/a
BCDL
8.0
Code IRC2015/TPI2014
(Matrix)
Weight: 196 lb FT = 20%
LUMBER -
TOP CHORD 2x4 DF 1800E 1.6E *Except*
7-8: 2x4 DF No.2
BOT CHORD 2x4 DF 180OF 1.6E
WEBS 2x4 DF No.2
REACTIONS. (Ib/size) 15=1726/0-5-8, 9=1663/Mechanical
Max Horz 15=140(LC 7)
Max UPIift15=-168(LC 8), 9=-151(LC 9)
BRACING -
directly applied
TOP CHORD Structural wood sheathing or 4-5-3 purlins
oc , except
end verticals, and 2-0-0 oc purlins (3-11-11 max.): 44.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 5-13, 6-10
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-2539/268, 3-4=-2371/299, 4-16=-2051/293, 16-17=-2051/293, 5-17=20511293,
5-18=-2235/286, 18-19=-2235/286, 6-19=-2235/286, 6-20=-1204/151, 20-21=-1204/151,
7-21=-1204/151, 7-8=-14041156, 2-15=-1671/1932 8-9=-1634/163
BOT CHORD 13-14=-252/2190, 13-22=-298/2339, 12-22=-298/2339, 12-23=-298/2339,
11-23=-298/2339, 11-24=-262/2050, 24-25=-262/2050, 10-25=-262/2050
WEBS 4-13=-0/528, 5A3=-530/140, 5-11=-253/107, 6-11=0/484, 6-1 0=-1 256/197,
2-14=-151/1970, 8-10= 132/1488
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.Spsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 8.0psf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 15=168,
9=151.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 58 lb down and 66 lb up at 11-8-8,
119 lb down and 95 lb up at 14-0-12, 18 lb down and 28 lb up at 16-0-12, 34 lb down and 54 lb up at 18-0-12, 34 lb down and 54 lb
up at 20-0-12, 34 lb down and 54 lb up at 21-11-4, 34 lb down and 54 lb up at 23-11-4, and 18 lb down and 28 lb up at 25-114, and
119 lb down and 95 lb up at 27-11-4 on top chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Sttandard
Continued on page 2
AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTekCa connec}ors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, fhe building designer must verify the applicability of design parameters and propedy incorporate this design into fhe overall
building design. Bracing indicated is to preven} buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and io preven} collapse wi}h possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
�•��� S� 15 3 � �q,�
GISTEg ,(�
IONAL��"
October 90,2016
MiTek'
250 Klug Circle
Corona, CA 92880
Job
Truss
Truss Type
Oty
Ply
3180 6/12
K2452214
B1604837
A04
California
1
1
Job Reference (optional)
Proouild Arlington, Ariington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:21 2016 Page 2
ID:ub1sihnKw3JmFOVeCZgKsCzGu7V-Utku2yFP2ngH70UWtnVS3HEe7VSpBDGZoW19YhyUpYS
LOAD CASES) Standard
1) Dead + Roof Live (balanced): Lumber Increase=l
15,
9-15=-16
AWARN/NG - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MTekOO connectors. This design is based only upon parameters shown, and is for an individual bulding component, not
a truss system. Before use, the building designer must verify }he applicabili}y of design parameters and properly incorporate this design info the overall
building design. Bracing indicaTed is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required fors ly and to prevent collapse wi}h possible personal injuryand property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and Truss systems, see ANSI/TPI1 Qualify Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
MiTek'
250 Klug Circle
Corona, CA 92880
Job
Truss
Truss Type
Oty
Ply
3180 6/12
K2452215
B1604837
A05
California
1
1
Job Reference (optional)
ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:22 2016 Page 1
I D:ub1 sihnKw3JmFOVeC2gKsCzGu7V-y31GGIG1 o5y8kA3jRU0hcUnkfvr8wh7i 1 Anj58y UpYR
1-3-R 6-9-13 13-6-12 13-1LF15 21-n-0 28-1-1 28r5F4 35-9-0
1-3 9-13 6-8-15 0.43 7-1-1 7-1-1 0-4-3 7-3-12
8 :
Scale = 1:65.1
Sx6
3x8 = 5x6 =
3x4 4x6 = Us = 3x6 2x4 11 4x10 = 2x4
i 6-9-13
13-6-12
21-0-0
28-b4
35-&0
Plate Offsets (X Y)-- 12.0-2-11
0-2-8],-[470-0-1
0-0-0],_[670-3-0
0-1-12]
LOADING
(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL
25.0
Plate Grip DOL
1,15
TC 0.99
Vert(LL)
-0,13
10-12
>999
240
MT20 220/195
TCDL
10.0
Lumber DOL
1,15
BC 0.48
Vert(CT)
-0.24
10-12
>999
180
BCLL
0.0 *
Rep Stress Incr
YES
WB 0.38
Horz(CT)
0,07
8
n/a
n/a
BCDL
8.0
Code IRC2015/TP12014
(Matrix)
Weight: 200lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 DF 7800E 1.6E *Except* TOP CHORD
6-7: 2x4 DF No.2
BOT CHORD 2x4 DF 180OF 1.6E BOT CHORD
WEBS 2x4 DF No.2 *Except* WEBS
5-12,5-9: 2x4 DF 180OF 1.6E
REACTIONS. (Ib/size) 14=1763/0-5-8, 8=1686/Mechanical
Max Horz 14=149(LC 5)
Max Uplift 1 4=-1 68(LC 8), 8=-138(LC 9)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2652/275, 3-4=-2329/306, 4-15=1997l304, 15-16=1997/304, 16-17=-1997/304,
5-17=-1997/304, 5-18=-1378/179, 18-19=-1378l179, 19-20=-1378/179, 6-20=-1378/179,
6-7=-1635/174, 2-14=-1706/196, 7-8=-1633/166
BOT CHORD 13-14=-148/317, 12-13=-261/2279, 11-12=234/2079, 11-21=-234/2079, 10-21=-234/2079,
10-22=-234/2079,9-22=-234/2079
WEBS 3-12=-346/157, 4-12=0/413, 5-12=-324/83, 5-10=0/364, 5-9=-1063/166, 2-13=-131/1976,
7-9=-118/1518
l wood sheathing directly
Structuraapplied, except end verticalsand
,
2-0-0 oc purlins (3-11-11 max.): 4-6.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at midpt 5-121 5-9
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES-
1) Unbalanced. roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 8.0psf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 14=168,
8=138.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 119 lb down and 109 lb up at
13-8-81119 lb down and 95 lb up at 16-0-12, 18 lb down and 28 lb up at 18-0-121 34 lb down and 54 lb up at 20-0-12, 34 lb down and
54 lb up at 21-11-4, and 18 lb down and 28 lb up at 23-11-4, and 119 lb down and 95 lb up at 25-11-4 on top chord. The
design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Sttandard
Continued on page 2
AM
WARNING •Verity design parameters and READ NOTES ON THIS AND INCLUDED M11'EK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with M7ekOO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicabili}y of design parameeers and properly incorporate this design into the overall
building design. Bracing indicated is io prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse wi}h possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Critedo, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite M. Alexandria, VA 22314.
October 10,2016
MIN
MTek'
250 Klug Circle
Comna, CA 92880
Job
Truss
Truss Type
Qty
Ply
31110 6112
K2452215
B1604837
A05
California
1
1
Job Reference (optional)
ProBuild Arington, Arlington,WA 98223
LOAD CASES) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-70, 2-4=-70, 4-6=-70, 6-7=-70, 8-14=-16
Concentrated Loads (Ib)
Vert: 4=-61 15=-119 20=-119
7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:22 2016 Page 2
ID:ub1 sihnKw3JmFOVeCZgKsCzGu7V-y31GGIG1 o5y8kA3j RUOhcUnkfvrBwh7i1 Anj58yU pYR
AWARNING •Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer mus} verify the applicability of design parameters and properly incorporate this design info fhe overall
building design. Bracing indicated is }o prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required forstability and fo prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component
Safety Information available from Truss Plate Institute, 218 N, Lee Street, Suite 312, Alexandria, VA 22314,
MiTek'
250 Klug Circle
Corona, CA 92880
Job
Truss
Truss Type
Qty
Ply
3180 6112
K2452216
B1604837
A06
California
1
1
Job Reference (optional)
ProBuild Arlington, Adington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:23 2016 Page 1
ID:ub1 sihnKw3JmFOVeCZgKsCzGu7V-QGsfTeHfZO4?MJev?CYw9hK_RJAZf66sGgWGdayUpYQ
138 7-9-13 7-8-15 0-4- 5-1-1 5-1-1 0-4-3 4-B-15 49-13
�1
5x6 i
3x8 = 5x6 =
Scale = 1:fi5.4
15 14 13 lL Lu 11 n 10 LL LJ 9
3x4 = 46 = 5x12 WB = 2x4 11 3x8 = 3x6
Plate Offsets
(X Y)--
[20-3-0.0-1-12],j4:0-0-1
0-0-0],_[6:0-3-0
0-1-12],[12:0-2-12.0-3-0]
LOADING
(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL
25.0
Plate Grip DOL
1.15
TC
0.67
Vert(LL)
-0.22
9-10
>999
240
MT20 220/195
TCDL
10.0
Lumber DOL
1.15
BC
0.53
Vert(CT)
-0,39
9-10
>999
180
BCLL
0.0
'
Rep Stress Incr
YES
WB
0.46
Horz(CT)
0.07
9
n/a
n/a
BCDL
8.0
Code IRC20151TP12014
(Matrix)
Weight: 218 lb FT = 20%
LUMBER -
TOP CHORD
2x4
DF
1800E 1.6E
REACTIONS. (Ib/size) 15=1788/0-5-8, 9=1712/0-5-8
Max Horz 15=155(LC 5)
Max Uplift 15=-148(LC 8), 9-116(LC 9)
BRACING -
directly applied 3-5-15 purlins
TOP CHORD Structural wood sheathing or oc , except
end verticals, and 2-0-0 oc purlins (4-11-1 Max.): 4-6.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 3-133 5-133 5-1017-9
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
FORCES. (lb) -Max.
Comp./Max. Ten. -All forces
250
(lb) or less except
when shown.
TOP CHORD
2-3=-2723/245, 3-4=-2249/268, 4-16=-1903/272,
16-17=-1903/272,
5-17=-1903/272,
5-18=-1492/178, 18-19=-1492/178, 6-19=-1492/178, 6-7=-1731/176, 2-15=-1726/180
BOT CHORD 14-15=-158/400, 13-14=237/2332, 12-13=-161/1887, 12-20=-161/1887, 11-20=-16111887,
11-21=-161/1887, 10-21=-161/1887, 10-22=-108/1150, 22-23=-108/1150,
9-23=-108/1150
WEBS 3-13=-507/157, 4-13=0/386, 5-10=-811/143, 6-1 0=-1 9/369, 7-10=-49/630,
2-14=-79/1942, 7-9=-1864/160
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 8.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 15=148,
9=116.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 148 lb down and 119 lb up at
15-8-82 119 lb down and 95 lb up at 18-0-12, 18 lb down and 28 lb up at 20-0-12, and 18 lb down and 28 lb up at 21-114, and 119 lb
down and 95 lb up at 23-11-4 on top chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
Continued on page 2
AWARNING -Verify design parameters and READ NOTES ON THIS AND /NCtUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with M7ekOO connectors. This design is based only upon parameters shown, and is for an individual building componen}, noT
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated k to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and brocing of trusses and truss systems, see ANSI/TPI7 Qualify Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
October 10,2016
MIN
MiTek'
250 Klug Circle
Corona, CA 92880
Job
Truss
Truss Type
Qty
Ply731806/12
K2452216
B1604837
A06
California
1
erence (optional)
ProBuild Arlington, Arlington,WA 98223
LOAD CASES) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-70, 2-4=-70, 4-6=-70, 6-8=70, 9-15=-16
Concentrated Loads (lb)
Vert: 4=-90 16=-119 19=-119
7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:23 2016 Page 2
ID:ublsihnKw3JmFOVeCZgKsCzGu7V-QGsfreHtZO4?MJev?CYw9hK RJAZf66sGgWGdayUpYQ
AWARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-T473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MTekOO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into }he overall
building design. Bracing indicated is to preven} buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required forstability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Crifefia, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
MiTek'
250 Klug Circle
Corona, CA 92880
J
L
Job
Truss
Truss Type
Qty
Ply
31 BID 6/12
K2452217
B1604837
A07
California
1
1
Job Reference (optional)
ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:24 2016 Page 1
ID:ub1sihnKw3JmFOVeCZgKsCzGu7V-uSQ1h_IHKiCs_TD5Yv39hvs8oiWdOSY?UUGpgOyUpYP
r1-3-8i 5-11-12 11-10-2 17-6-12 17-10-15 24-1-1 24F5-0 30.1-14 36-0.0
1-3-8 5-11-12 5-10-7 5-8-10 0-4-3 6-2-2 0.43 68-10 5-10-2
�I
6.00 12 5x6
6x8 =
Scale = 1:69.0
16 1b 15 ZO 14 13 21 12 2223 11 10
3x4 = 3x6 = 3x8 = 3x4 = 4x4 = 2x4 I I
Plate Offsets /X Yl-- t2Edae.0-2-41. t6:0-0-1.0-0-Ot
LOADING
(psf)
SPACING- 2-0.0
CSI.
DEFL.
in
(loc)
I/dell
Ud
PLATES GRIP
TCLL
25.0
Plate Grip DOL 1.15
TC 0,75
Vert(LL)
421
13-15
>999
240
MT20 2201195
TCDL
BCLL
10.0
0.0 *
Lumber DOL 1,15
Rep Stress Incr YES
BC 0,54
WB 0,90
Vert(CT)
Horz(CT)
-0,3413-15
0.08
10
>999
n/a
180
n/a
BCDL
8.0
Code IRC2015/TP12014
(Matrix)
Weight: 214 lb FT = 20%
LUMBER -
TOP CHORD 2x4 DF 1800E 1.6E *Except*
5-6: 2x4 DF No.2, 6-7: 2x4 DF 240OF 2.0E
BOT CHORD 2x4 DF 180OF 1.6E
WEBS 2x4 DF No.2 *Except*
7-13: 2x4 DF 180OF 1.6E
REACTIONS. (Ib/size) 16=1768/0-5-8, 10=1703/0-5-8
Max Horz 16=164(LC 5)
Max UPI11t16=-141(LC 8), 10=-118(LC 9)
BRACING-
TOP CHORD Structural wood sheathing directly applied or 4-1-3 oc purlins, except
end verticals, and 2-0-0 oc purlins (4-2-6 max.): 6-7.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 4-13, 7-12, 3-16
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-439/86, 3-4=-2512/253, 4-5=-2006/236, 5-6=-1992/265, 6-17=-1728/265,
17-18=-1728/265, 7-18=-1728/265, 7-8=1757/206, 8-9=-1011/89, 2-16=-467/92,
9-10=-1702/107
BOT CHORD 15-16=-258/2238, 15-19=-196/2063, 19-20=-196/2063, 14-20=-196/2063,
13-14=-196/2063, 13-21=-85/1510, 12-21=85/1510, 12-22=-110/1275, 22-23=-110/1275,
11-23=-110/1275
WEBS 4-13=-523/152, 4-15=-14/333, &13=-41/404, 7-13=-115/498, 8-12=-60/473,
8-11=-1092/132, 3-16=-2291/161, 9-1 1 =-52/1390
Installation guide.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 8.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 16=141,
10=118.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 119 lb down and 109 Itoup at
17-8-8, and 119 Ib down and 95 lb up at 20-0-12, and 119 lb down and 95 lb up at 21-11-4 on top chord. The design/selection of such
connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
Continued on page 2
AWARNING -Verify design parameters and READ NOTES ON TH/S AND INCLUDED MITEK REFERENCE PAGE MII.7479 rev. 10/03/2015 BEFORE USE.
Design valid for use only with M7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addi}ional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
GISTSg ,(�
IONAL�"
October 10,2016
MiTek'
250 Klug Circle
Corona, CA 92880
Installation guide.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 8.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 16=141,
10=118.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 119 lb down and 109 Itoup at
17-8-8, and 119 Ib down and 95 lb up at 20-0-12, and 119 lb down and 95 lb up at 21-11-4 on top chord. The design/selection of such
connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
Continued on page 2
AWARNING -Verify design parameters and READ NOTES ON TH/S AND INCLUDED MITEK REFERENCE PAGE MII.7479 rev. 10/03/2015 BEFORE USE.
Design valid for use only with M7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addi}ional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
GISTSg ,(�
IONAL�"
October 10,2016
MiTek'
250 Klug Circle
Corona, CA 92880
Job
Truss
Truss Type
city
Ply
3180 6/12
K2452217
B1604837
A07
California
1
1
Job Reference (optional)
ProBuild Arlington, Arlington,WA 98223
LOAD CASES) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-70, 2-6=-70, 6-7=70, 7-9=-70, 10-16=-16
Concentrated Loads (Ib)
Vert: 6=-61 17=-119 18=119
7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:242016 Page 2
D: ub1 sihnKw3JmFOVeCZgKsCzGu7V-uSQI h_IH KiCs_TD5Yv39hvs8oi WdOSY?UU Gp90yUpYP
AWARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with M7ekOO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/ar chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injuryand property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteda, 1358419 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
MiTek'
250 Klug Circle
Corona, CA 92880
Job
Truss
Truss Type
Qty
Ply
1180 6112
K2452218
B1604837
A08
California
1
1
Job Reference o tional
ProBuild Arlington, Adington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:25 2016 Page 1
ID:ub1sihnKw3JmFOVeCZgKsCzGu7V-MezPuKJv50Kjbdnl6daOE6PLZ6sj7?Y9j8?NhSyUpYO
22-1-1
1-3-8 6-7-02 12-11-15 19-8-8 19-1 15 22 5 29-2-3 36-0.0
1-3-8 6-7-12 6-4-4 6-8-9 0. -7 2-2-2 0- 6-8-15 6-9-13
�1
0
5x8 \\
8.00 12 5x6 =
16 �' �� io i4 i� is cu 12 c� 11 10
3x4 = 3x6
=
3x6 =
3x4 =
3x6 =
3x6 =
2x4
Scale = 1:72.9
Plate Offsets (X.Y)--
[2:0-3-0 Edge]
[7:0-3-0.0-1-12]
LOADING
(psf)
SPACING-
2-0-0
CSI-
DEFL,
in
(loc)
I/dell
Ud
PLATES GRIP
TCLL
TCDL
BCLL
25.0
10.0
0.0 *
Plate Grip DOL
Lumber DOL
Rep Stress Incr
1,15
1,15
YES
TC 0,63
BC 0.48
WB 0.53
Vert(LL)
Vert(CT)
Horz(CT)
-0.15
-0.25
0.07
14-15
14-15
10
>999
>999
n/a
240
180
n/a
MT20 220/195
BCDL
8.0
Code IRC2015/TPI2014
(Matrix)
Weight: 224 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 DF No.2 *Except* TOP CHORD
7-9,1-4: 2x4 DF 180OF 1.6E
BOT CHORD 2x4 DF 180OF 1.6E BOT CHORD
WEBS 2x4 DF No.2 *Except* WEBS
6-14,6-12,7-12: 2x4 DF 180OF 1.6E
REACTIONS. (lb/size) 16=1687/0-5-8, 10=1594/0-5-8
Max Horz 16=172(LC 5)
Max Uplift16=-89(LC 8), 10=52(LC 9)
FORCES. (lb) -Max. Comp./Mau. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-515/119, 3-4=-2419/191, 4-5=-2239/195, 5-6=-1988/205, 6-7=1328l140,
7-8=-1595/146, 8-9=-1518/76, 2-16=-5231112, 9-10=-1544/79
BOT CHORD 15-16=-173/21313 15-17=104/1868, 17-18=104/1868, 14-18=-104/1868, 13-14=-16/1399,
13-19=-16/1399, 19-20=-16/1399, 12-20=-16/1399, 12-21=45/1279, 11-21=-45/1279
WEBS 5-15=-69/391, 5-14=-597/175, 6-14=-106/799, 6-12=-463/131, 7A2=-51/424,
8-11=-599/84, 3-16=-2081/19, 9-11=-26/1434
Structural wood sheathing directly applied or 3-3-5 oc purlins, except
end verticals, and 2-0-0 oc purlins (5-2-11 max.): 6-7.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at midpt 6-1218-12, 3-16
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES -
)Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 8.0psf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 10.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 153 lb down and 96 lb up at
19-10-4 on top chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-70, 2-6=-70, 6-7=-70, 7-9=70, 10-16=-16
Continued on page 2
AWARN/NG -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 rev. 10/03/2015 BEFORE USE.
Design valid for use only with M7ek0 connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into }he overall
building design. Bracing. indicated is to prevent buckling of individual truss web and/orchard members only. Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
October 10,2016
MiTek'
250 Klug Circle
Corona, CA 92880
Job
Truss
Truss Type
Qty
Ply
3180 6/12
K2452218
B1604837
A08
California
1
1
Job Reference (optional)
ProBuild Arlington, Adington,WA 98223
LOAD CASES) Standard
Concentrated Loads (Ib)
Vert: 6=-109
7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:25 2016 Page 2
D: ub1 sihn Kw3Jm FOVeCZgKsCzGu7V-MezPuKJv5OKjbdn16daOE6PLZ6sj7?Y9j8?NhSyUpYO
AWARNING -Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/07/2015 BEFORE USE.
Design valid for use only with M1ekC�9 connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
Safety Informafion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
MiTek'
250 Klug Circle
Corona, CA 92080
Job
Truss
Truss Type
Oty
Ply
31110 6112
K2452219
B1604837
A09
COMMON
1
1
Job Reference o bonal
ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:25 2016 Page 1
ID:ub 1 sihnKWJJm FOVeCZgKsCzGu7V-MezPuKJv5OKjbdn16daOE6PL66oF7?i9j8?N hsyUpYO
r1-3-8 7-2-5 14-1-3 21-0.0 27-10-13 34-9-11 36-0-0
1-3-8 7-2-5 6-10.13 6.10.13 6-10-13 6-10-13 1-2-5
5x6 =
Scale = 1:70.9
6 J
15 I4 to Is I/ 12 Id I`J n 10
3x4 = 4x6 = 3x8 — 3x4 = 3x4 =
LOADING
(psf)
SPACING-
2-0-0
CSI.
TCLL
25.0
Plate Grip DOL
1.15
TC 0.59
TCDL
10.0
Lumber DOL
1.15
BC 0.71
BCLL
0.0
Rep Stress Incr
YES
WB 0.52
BCDL
8.0
Code IRC2015/TPI2014
(Matrix)
LUMBER -
TOP CHORD
2x4
DF
180OF 1.6E *Except*
4-6:
2x4 DF No.2
BOT CHORD
2x4
DF
1800F 1.6E
WEBS
2x4
DF
No.2 *Except*
6-12,7-12,5-12:
2x4 DF 180OF 1.6E,
2-15:
2x6 DF No.2
REACTIONS. (Ib/size) 15=1641/0-5-8, 10=1530/0-5-8
Max Horz 15=180(LC 7)
Max UPiift 15=-68(LC 8), W=-22(LC 9)
DEFL.
in
(ioc)
I/dell
L/d
PLATES GRIP
Vert(LL)
-0.3312-14
>999
240
MT20 220/195
Vert(CT)
-0.4712-14
>914
180
Horz(CT)
0.08
10
n/a
n/a
Weight: 207 lb FT = 20
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-10-11 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 7-12, 7-11, 5-121 3-15
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-571/108, 3-4=-2181/98, 4-5=-1984/117, 5-6=-1467/109, 6-7=-1468/127,
7-8=-1204/54, 2-15=-5641111
BOT CHORD 14-15=-155/2014, 14-16=-63/1698, 13-16=-63/1698, 13-17=-63/1698, 12-17=-63/1698,
12-18=-17/1248, 18-19=17/1248, 11-19=-17/1248, 10-11=-42/381
WEBS 6-12=-31/846, 7-11=-646/52, 8-11=01990, 5-12=-767/160, 5-14=-4/443, 3-14=-271/142,
3-15=-1889/4, 8-1 0=-1 733/112
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.Spsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 8.Opsf.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15, 10.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
AWARNING • Veriry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use onN with MTekOO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and prapedy incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and }o prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII quality Criferia, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
�A �GIS'1'bg�
ONALG�
October 10,2016
MiTek'
250 KIu9 Circle
Corona, CA 92880
Job
Truss
Truss Type
Qty
Ply
3180 6/12
K2452220
B1604837
A10
COMMON
7
1
Job Reference (optional)
ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:26 2016 Page 1
ID: ub1 sihnKw3Jm FOVeCZgKsCzGu7V-grXn5fJXsJSZDnMUgK5dm KyVH W85sTOlyolwEvyUpYN
�1-1 7-2-5 14-1-3 21-0-0 27-10-13 34-9-11 42-0.0 43-3-8
1-3-8 7-2-5 6-10-13 6-10-13 6-10-13 6-10-13 7-2-5 1-3-8
Scale = 1:79.1
w io
3x4 = 3x6 =
5x6 =
3x6 = 4x6 = 3x6 = 5x12 =
i 10.7-12
i 21-0.0
31-44
36-0-0
42-0-0
Plate Offsets (X Y)-- [27Edge
0-2-Oj,_[970-1-15
0-3-0]
LOADING
(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL
25.0
Plate Grip DOL
1.15
TC 0.63
Vert(LL)
-0.23
17-18
>999
240
MT20 220/195
TCDL
10.0
Lumber DOL
1.15
BC 0.73
Vert(CT)
-0.44
17-18
>983
180
BCLL
0.0 *
Rep Stress Incr
YES
WB 0.49
Horz(CT)
0.07
12
n/a
n/a
BCDL
8.0
Code IRC2015/TP12014
(Matrix)
Weight: 228 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 DF No.2 *Except* TOP CHORD
1-41&11: 2x4 DF 180OF 1.6E
BOT CHORD 2x4 DF No.2 *Except* BOT CHORD
16-18: 2x4 DF 180OF 1.6E WEBS
WEBS 2x4 DF No.2 *Except*
6-15,7-15,5-15: 2x4 DF 180OF 1.6E, 2-18: 2x6 DF No.2
REACTIONS. (lb/size) 18=1583/0-5-8, 12=2227/0-5-8
Max Horz 18=-126(LC 13)
Max Uplift18=-73(LC 8), 12=-64(LC 9)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-565/108, 3-4=-2070/107, 4-5=-1873/126, 5-6=-1348/119, 6-7=1349/137,
7-8=-671/83, 8-9=-868l63, 9-10=0/443, 10-11=-48/691, 2-18=-560/111
BOT CHORD 17-18=-155/1922, 16-17=-64/1595, 15-16=-64/1595, 14-15=0/1042, 13-14=0/1042,
11-12=-494/73
WEBS 6-15=-40/667, 7-13=-878/32, 9-13=0/1189, 5-15=-769/160, 5-17=41442, 3-17=-275/141,
3-18=-1787/12, 1 0-1 2=-569/156, 9-12=-1586/0
Structural wood sheathing directly applied or 4-0-6 oc purlins, except
end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
1 Row at midpt 7A5, 7A315-15, 3-18
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18, 12.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. f0/07/2015 BEFORE USE.
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss rystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design info the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Diteda, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314,
� GISTER
jONAL��
October 10,2016
MiTek'
250 Kfug Circle
Corona, CA 92880
Job
Truss
Truss Type
Qty
Ply
3180 6/12
K2452221
B1604837
All
COMMON
5
1
Job Reference (optional)
ProBuild Arlington, Arlington,WA 98223
6-10-13
/.640 5 Sep L`J LUIa IVII I en IIIUUJ111Ga, ii i�. lulu, I van ,,, , i.vv.�, �W ,•+ •.y.-
D:ub1 sihnKw3JmFOVeCZgKsCzGu7V-J159J?K9ddaQrxxgEl csJXUgWwUsbtGSASU UmLyUpYM
5x6 =
Scale = 1:74.7
4x6 _ 3x4 — 4x6 3x8 — 4x6 = 3x4 = 4x6
LOADING
(psf) SPACING-
2-0-0
CSI.
TCLL
25.0
Plate Grip DOL
1.15
TIC
0,60
TCDL
10.0
Lumber DOL
1.15
BC
0.76
BCLL
0.0
' Rep Stress Incr
YES
WB
0.64
BCDL
8.0
Code IRC2015ITP12014
(Matrix)
LUMBER -
TOP CHORD
2x4 DF No.2 *Except*
1-418-11: 2x4 OF 180OF 1.6E
BOT CHORD
2x4 OF 180OF 1.6E
WEBS
2x4 DF No.2 *Except*
6-15,7-15,5-15: 2x4 DF 180OF 1.6E,
2-18,10-12:
2x6 DF
No.2
REACTIONS. (Ib/size) 18=1893/0-5-8, 12=1893/0-5-8
Max Hoe 18=119(LG 7)
Max Upliftl8=-64(LC 8), 12=-64(LC 9)
DEFL.
in
(loc)
I/deft
L/d
Vert(LL)
-0.3813-15
>999
240
Vert(CT)
-0.5713-15
>868
180
Horz(CT)
0.14
12
n/a
We
PLATES
MT20
Weight: 228 Ib
GRIP
220/195
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-4-13 oc puriins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 7-153 5-15, 3-182 9-12
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-601/108, 3-4=-2666/90, 4-5=-2468/110, 5-6=-1988/121, 6-7=-19881121,
7-8=-2468/ I 10, 8-9=-2666/90, 9-10=-601/108I 2-18=580/111, 10-12=580/111
BOT CHORD 17-18=A34/24183 17-19=-41/2147, 16-19=-4l/21479 16-20=41/2147, 15-20=-41/2147,
15-21=0/2147, 14-21=0/2147, 14-22=0/2147, 13-22=0/2147, 12-13=-20/2418
WEBS 6-15=-25/1290, 7-15=-753/160, 7-13=4/417, 5-15=-753/1603 5-17=-3/417,
3-18=-2335/0, 9-12=-2335/0
MiTek recommends that Stabilizers and required cross bracing
truss erection, in accordance with Stabilizer
be installed during
Installation guide
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.Bpsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 8.Opsf.,RRII j
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18, 12. r�
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 04 VJAS1�
�� GISTEn"
S ONALG�
October 10,2016
AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/tW2015 BEFORE USE. ���
Design valid for use only with MTekOO connectors. This design Is based only upon parameters shown. and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicabil'iiy of design parametersand properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual }runs web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880
Job
Truss
Truss Type
Qty
Ply
31110 6112
K2452222
B1604837
Al2
COMMON
3
1
Job Reference (optional)
ProBuild Arlington, Adington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:27 2016 Page 1
I D:ub1 sihnKw3JmFOVeCZgKsCzGu7V-J159J?K9ddaQrxxgE1 csJXUgHwUDbuaSASUUmLyUpYM
�1-3-Bi 7-2-5 14-1-3 21-0-0 27-10-13 349-11 1 42-0-0 43-3-a
1-3-8 7-2-5 6-10.13 6-10-13 6-10.13 6-10-13 7-2-5 1-3-6
0I
0
Sx6 =
3x6 — 18 t/ 16 15 14 13 12
Scale = 1:76.0
5x12 — 3x4 = 4x6 = 3x8 — US = 3x4 =
i 5-0-0
10-7-12
21-0-0
31-44
42-0.0
Plate Offsets (_X.YI-- 112:Edge
0-2-0]
LOADING
(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/dell
L/d
PLATES GRIP
TCLL
25.0
Plate Grip DOL
1,15
TC 0,61
Vert(LL)
-0.23
12-13
>999
240
MT20 220/195
TCDL
10.0
Lumber DOL
1,15
BC 0,74
Vert(CT)
-0.4412-13
>999
180
BCLL
0.0 *
Rep Stress Incr
YES
WE 0.62
Horz(CT)
0.08
12
n/a
n/a
BCDL
8.0
Code IRC2015ITP12014
(Matrix)
Weight: 228 lb FT = 20
LUMBER- BRACING -
TOP CHORD 2x4 DF No.2 *Except* TOP CHORD
1-4,8-11: 2x4 DF 180OF 1.6E
BOT CHORD 2x4 DF No.2 *Except* BOT CHORD
16-18,12-14: 2x4 DF 180OF 1.6E
WEBS 2x4 DF No.2 *Except* WEBS
6-15,7-15,5-15: 2x4 DF 180OF 1.6E, 10-12: 2x6 DF No.2
REACTIONS. (lb/size) 12=1644/0-5-82 18=2166/0-5-8
Max Horz 18=126(LC 12)
Max Uplift 12=-71(LC 9), 18=-63(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-46/607, 2-3=0/481, 3-4=1213/53, 4-5=-1016/73, 5-6=1474/134, 6-7=-1473/116,
7-8=-1989/123, 8-9=-21871104, 9-10=572/108, 10-12=-564/111
BOT CHORD 1-18=-438/68, 17-18=-62/437, 16-17=20/1259, 15-16=-20/1259, 14-15=0/1703,
13-14=0/1703, 12A3=-31/2019
WEBS 6-15=-37/780, 7-15=-766/160, 7-13=-4/436, 9A3=-269/141, 5-17=-647/40, 3-17=0/929,
9-12=-1894/10, 2-18=-382/111, 3-18=-1860/0
Structural wood sheathing directly applied or 3-10-10 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-oc bracing, Except:
6-0-0 oc bracing: 1-18,
1 Row at midpt 7-1515-15, 5-1719-12
0
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation auide.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members. WAS
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 18.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
TONAL
October 10,2016
AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with M7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not ��^
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ;ek'
{
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Ml l
is always required forstability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880
Job
Truss
Truss Type
City
Ply
3180 6112
K2452223
B1604837
Al2X
COMMON
1
1
Job Reference (optional)
ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:29 2016 Page 1
I Drub 1 sihnKW3JmFOVeCZgKsCzGu7V-FQDwkhMQ9Er84E53LSeKOyZOgjAj3ifkemzarEyUpYK
y1-3-8 7-2-5 14-1-3 21 27-10-13 34-9-11 42.0.0
1-3-8 7-2-5 6.10.13 6-10.13 6-10-13 6-10.13 7-2-5
5x6 =
axe — 17 1a 10 14 13 3x4 = 11
6x8 — 4x4 = 4x6 = 3x8 — 4x6 = 12 19
Plate Offsets /X Yl-- f17:0-2-8.0-3-01
Scale = 1:77.3
d3
=
6x6
LOADING
(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL
25.0
Plate Grip DOL 1.15
TC 0.61
Vert(LL)
-0.22
11-12
>573
240
MT20 220/195
TCDL
10.0
Lumber DOL 1.15
BC 0.74
Vert(CT)
-0.39
11-12
>318
180
BCLL
0.0 *
Rep Stress Incr YES
WB 0.90
Horz(CT)
0,09
12
n/a
n/a
BCDL
8.0
Code IRC2015ITPI2014
(Matrix)
Weight: 226 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD
2x4 DF No.2'Except'
TOP CHORD
Structural wood sheathing
directly applied or 4-9-14 oc purlins, except
1-4,8-10: 2x4 DF 1800F 1.6E
end verticals.
BOT CHORD
2x4 DF No.2 *Except*
BOT CHORD
Rigid ceiling directly applied or 1-4A2 oc bracing.
15-17,11-13: 2x4 DF 180OF 1.6E
WEBS
1 Row at midpt
6-14, 7-14, 7-12, 5-14, 5-16, 9-11
WEBS
2x4 DF No.2 *Except*
MiTek recommends that
Stabilizers and required cross bracing
6-14,7-14,5-14: 2x4 DF 180OF 1.6E, 10-11: 2x6 DF No.2
be installed during truss
[Installation
erection, in accordance with Stabilizer
guide.
REACTIONS.
(lb/size) 12=1660/14-5-8, 11=345/14-5-8, 17=1698/0-5-8
Max Horz 17=236(LC 35)
Max Uplift12=-493(LC 30), 11=-1391(LC 30), 17=-2071(LC 27)
Max Grav 12=1660(LC 1), 11=1525(LC 25), 17=2713(LC 40)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-996/1226, 2-3=-1246/1441, 3-4=10921827, 4-5=-537/371, 5-6=-1101/881,
6-7=-1619/1403, 7-8=-922/986, 8-9=-173511784, 9-18=-890/831, 10-18=-378/156,
10-11=-342/133
BOT CHORD 1-17=-439/80, 16-17=-1155/1278, 15-16=-2472/2797, 14-15=-2472/2797,
13-14=-3202/3397, 12-13=3096/1666, 12-19=-928/683, 11-19=-2199/2253
WEBS 6-14=-255/343, 7-14=-440/663, 7-12=-1217/751. 9-12=-482/401, 5-14=-882/914,
5-16=-1261/1198, 3-16=-1311/1662, 9-11=2473/2574, 2-17=-380/141, 3-17=-2745/2194
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=493,
11=1391,17=2071.
6) This truss has been designed for a total drag load of 138 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag
loads along bottom chord from 27-6-8 to 42-0-0 for 400.9 plf.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
AWARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED M17EK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with M7ekOO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a Truss system. Before use, }he building designer must verify }he applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is }o prevent buckling of individual }cuss web and/or chord members only. Additional temporary and pennaneni bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
•
�� �+IST6g
ssIONALG� "
October 10,2016
MiTek
250 Klug Circle
Corona, CA 92880
Job
Truss
Truss Type
Qty
Ply
3180 6/12
K2452224
B1604837
A13
COMMON
5
1
Job Reference (optional)
ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:29 2016 Page 1
ID:ublsihnKw3JmFOVeCZgKsCzGu7V-FQDwkhMQ9Er84E53LSeKOy2_FjFG3gJkemzarEyUpYK
Fr10-13
4x4 =
3xv — 12 ii w
5x12 = 3x4 = 3x6 =
3x8 —
i 5-0-0 10-7-12 21-0-0 28-0-0
LOADING (psf) SPACING- 2-0-0
TCLL 25.0 Plate Grip DOL 1.15
TCDL 10,0 Lumber DOL 1,15
BCLL 0.0 ' Rep Stress Incr YES
BCDL 8.0 Code IRC2015/TP12014
LUMBER -
TOP CHORD 2x4 DF No,2 *Except*
1-4: 2x4 OF 180OF 1.6E
BOT CHORD 2x4 DF 180OF 1.6E *Except*
1-12: 2x4 DF No.2
WEBS 2x4 DF No,2 *Except*
6-9,7-9,5-9: 2x4 DF 1800F 1.6E
-o
d
2x4
Scale = 1:69.4
CSI.
-o
d
2x4
Scale = 1:69.4
CSI.
DEFL.
in
(loc) I/dell
Ud
PLATES
GRIP
TC 0.71
Vert(LL) -0.20
9-11 >999
240
MT20
2201195
BC 0.44
Vert(CT) -0,37
9-11 >733
180
WB 0,41
Horz(CT) 0,01
8 n/a
n/a
(Matrix)
Weight: 165 ItoFT
= 20%
BRACING -
TOP CHORD
Structural wood
sheathing directly applied or 5-4-10
oc purlins, except
end verticals.
BOT CHORD
Rigid ceiling directly applied or
10-0-0 oc bracing,
Except:
6-0-0 oc bracing:
1-12.
WEBS
1 Row at micipt
6-91
5-91 5-11, 7-8
REACTIONS. (Ib/size) 8=908/0-5-8, 12=1598/0-5-8
Max Horz 12=250(LC 7)
Max Uplift8=-30(LC 8), 12=-65(LC 8)
FORCES. (Ib) - Max. Comp,/Max, Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-45/609, 2-3=0/486, 3-4=-623/52, 4-5=-426/72, 5-6=-567/93, 6-7=-551/111,
7-8=-868/57
BOT CHORD 1-12=-440/68, 10-11=-96/593, 9-10=-96/593
WEBS 7-9=-4/585, 5-9=-322/146, 5-11=-309/37, 3-11=0/537, 2-12=-379/111, 3-12=-1239/0
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 12,
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss,
®WARNING -Verify design paremerers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with M7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, }he building designer must verify the applicability of design parameters and properly incorparatethis design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/orchard members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314,
AssIGNALG
October 10,2016
MiTek'
250 Klug Circle
Corona, CA 92880
Job
Truss
Truss Type
Qty
Ply
3180 6/12
K2452225
B1604837
A14
COMMON
3
1
Job Reference (optional)
ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oat 10 11:33:30 2016 Page 1
I D:ub1 sihnKw3Jm FOVeCZgKsCzGu7V-jcn Ix1 M2wYz?iOgFvAAZxA69g7YAol VutQjBNgyUpYJ
r1-3-8 7-2-5 141-3 21-0-0 I 28-0-0
1-3-8 7-2-5 6-10-13 110-13 7-0-0
�{E
Scale = 1:69.4
12
ll
l3 lV
l4
9
"la
8
3x6 =
3x4 =
4x6 =
2x4
3x8 =
10-7-12
21-0-0
28-0-0
10-7-12
10-4-4
Plate
Offsets (X Y)-- [2:0-0-12.0-1-8]
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Udeff
L/d
PLATES GRIP
TCLL
25.0
Plate Grip DOL
1.15
TC 0,72
Vert(LL) -0.37
9-11
>890
240
MT20 220/195
TCDL
10.0
Lumber DOL
1.15
BC 0,59
Vert(CT) -0.51
9-11
>647
180
BCLL
0.0 *
Rep Stress Incr
YES
WB 0.35
Horz(CT) 0.04
8
n/a
n/a
BCDL
8.0
Code IRC2015/TPI2014
(Matrix)
Weight: 165 lb FT = 20%
LUMBER -
TOP CHORD 2x4 DF No.2 *Except*
1-4: 2x4 OF 1800F 1.6E
BOT CHORD 2x4 OF 180OF 1.6E
WEBS 2x4 OF No.2 *Except*
6-9,7-9,5-9: 2x4 DF 180OF 1.6E, 2-12: 2x6 DF No.2
REACTIONS. (Ib/size) 12=1297I0-5-8, 8=1185/0-5-8
Max Horz 12=258(LC 5)
Max Uplift 12=-62(LC 8), 8=-41(LC 8)
Max Grav 12=1297(LC 1), 8=1192(LC 2)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-4-14 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 5-913-12, 7-8
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-525/109, 3-4=-1524/86, 4-5=-1327/105, 5-6=-753/101, 6-7=-739/119,
2-12=-539/112, 7-8=-1142/70
BOT CHORD 11-12=-155/1466, 11-13=-63/1084, 10-13=-63/1084, 10-14=-63/1084, 9-14=-63/1084
WEBS 7-9=-16/840, 5-9=-793/158, 5-11=-1/498, 3-11=-313/143, 3-12=-1291/0
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 8.Opsf.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 8.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
AWARNING - Vedry design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE.
Design valid far use only with M1ekOO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a }russ system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding }he
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
October 10,2016
MON
MiTek-
250 Klug Circle
Corona, CA 92880
I
Job
Truss
Truss Type
Qty
Ply
31811 6112
K2452226
B1604837
A15
California
1
1
Job Reference (optional)
ProBuild Arlington, Adington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:31 2016 Page 1
ID:ub1sihnKw3JmFOVeCZgKsCzGu7V-BoLg9NNghs5sJYFRTthoTNfNWXvHXII154Shv6yUpYl
22-1-1
-1-3-8 6-7-12 12-11-15 19-6-12 19- 15 22 5 28-0-0
1-3-8 6-7-12 8-0-4 6-6-13 0-4- 2-2-2 0-4-3 5E-12
3x6 =
Plate Offsets (X Y1-- f2�0-3-O.Edael
3x4 =
4x4
6.00 12 6x8 =
3x6 4x6 = 3x4 =
2x4
Scale = 1:65.6
LOADING
(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/dell
Ud
PLATES GRIP
TCLL
25.0
Plate Grip DOL 1,15
TC 0,53
Vert(LL)
-0,28 11-13
>999
240
MT20 220/195
TCDL
10.0
Lumber DOL 1.15
BC 0,54
Vert(CT)
-0:41 11-13
>809
180
BCLL
0.0 *
Rep Stress Incr YES
WB 0.35
Horz(CT)
0,04
9
n/a
n/a
BCDL
8.0
Code IRC2015/TPI2014
(Matrix)
Weight: 188 lb FT = 20%
LUMBER -
TOP CHORD 2x4 DF No.2'Except*
1-4: 2x4 DF 180OF 1.6E
BOT CHORD 2x4 DF 1800F 1.6E
WEBS 2x4 DF No.2 `Except"
6-11,7-11,7-10: 2x4 DF 1800E 1.6E
REACTIONS. (Ib/size) 14=1327/0-5-8, 9=1266/0-5-8
Max Horz 14=250(LC 5)
Max Uplift 14=-78(LC 8), 9=-66(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-473/97, 3-4=-1642/131, 4-5=-1460/136, 5-6=-9361132, 6-7=-743/146,
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-7-14 oc purlins, except
end verticals, and 2-0-0 oc puffins (6-0-0 max.): 6-7.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 5A 1, 6-11, 7-109 3-149 8-9
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
7-8=-688/122, 2-14=-498/101, 8-9=-1223/98
BOT CHORD 13-14=-175/1545, 13-15=-95l1224, 12-15=-9511224, 11-12=-95/1224, 10-11=-64/560
WEBS 3-13=-260/136, 5-13=-3/446, 5-11=-718/149, 7-11=-103/7781 7-10=729/651
3-14=-1432/32, 8-10=-44/945
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-wide will
fit between the bottom chord and any other members, with BCDL = 8.0psf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14, 9.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 148 lb down and 96 lb up at 19-8-8
on top chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-70, 2-6=-70, 6-
Continued on page 2
AWARNING •Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual }russ web and/or chord members only. Additional temporary and permanent bracing
is always required forstability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIT Qualify Criteria, DW89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
-43'l AL G�
October 10,2016
MiTek'
250 Klug Circle
Comma, CA 92880
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-7-14 oc purlins, except
end verticals, and 2-0-0 oc puffins (6-0-0 max.): 6-7.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 5A 1, 6-11, 7-109 3-149 8-9
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
7-8=-688/122, 2-14=-498/101, 8-9=-1223/98
BOT CHORD 13-14=-175/1545, 13-15=-95l1224, 12-15=-9511224, 11-12=-95/1224, 10-11=-64/560
WEBS 3-13=-260/136, 5-13=-3/446, 5-11=-718/149, 7-11=-103/7781 7-10=729/651
3-14=-1432/32, 8-10=-44/945
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-wide will
fit between the bottom chord and any other members, with BCDL = 8.0psf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14, 9.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 148 lb down and 96 lb up at 19-8-8
on top chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-70, 2-6=-70, 6-
Continued on page 2
AWARNING •Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual }russ web and/or chord members only. Additional temporary and permanent bracing
is always required forstability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIT Qualify Criteria, DW89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
-43'l AL G�
October 10,2016
MiTek'
250 Klug Circle
Comma, CA 92880
Job
Truss
Truss Type
Qty
Ply
3180 6112
K2452226
B1604837
A15
California
1
1
Job Reference (optional)
ProBuild Arlington, Arlington,WA 98223
LOAD CASES) Standard
Concentrated Loads (Ib)
Vert: 6=-109
7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:31 2016 Page 2
ID:ub1sihnKw3JmFOVeCZgKsCzGu7V-BoLg9NNghs5sJYFRTthoTNfNWXvHX11154Shv6yUpYl
AWARN/NG - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7173 rev. f0/03/2015 BEFORE USE.
Design valid for use only with M7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stabiliy and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
MiTek'
250 Klug Circle
Corona, CA 92880
Job
Truss
Truss Type
City
Ply
3180 6/12
K2452227
81fi04837
A16
ROOF SPECIAL
1
1
Job Reference (optional)
ProBuild Arlington, Arington,WA 98223 7.640 s Sep 29.2015 MiTek Industries, Inc. Mon Oct 10 11:33:32 2016 Page 1
ID:ub1 sihnKw3JmFOVeCZgKsCzGu7V-f?u2Mj01S9DjxigeObC 10bBZMxCBGAjBKkCFRYyU pYH
r1-3-8 5-11-5 11-7-2 17-6-12 17-10F15 22-7-7 28-0-0
1-3-8 5.11-5 5-7-13 5-11-10 0-4-3 48-8 5-4-9
�I1
6.00 12 4x4
3x4 =
3x4
3x6 = 3x4 = 4x6 = 3x8 = 3x6
Scale: 3/16"=1
LOADING
(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/defl
L/d
PLATES GRIP
TCLL
25.0
Plate Grip DOL 1.15
TC 0.46
Vert(LL)
-0.46
9-10
>729
240
MT20 220/195
TCDL
10.0
Lumber DOL 1,15
BC 0.69
Vert(CT)
-0.69
9-10
>485
180
BCLL
0.0 *
Rep Stress Incr YES
WB 0.50
Horz(CT)
0.05
9
n/a
n/a
BCDL
8.0
Code IRC2015ITPI2014
(Matrix)
Weight: 171 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 DF 1800E 1.6E *Except* TOP CHORD
5-6: 2x4 DF No.2
BOT CHORD 2x4 DF 180OF 1.6E BOT CHORD
WEBS 2x4 DF No.2 *Except* WEBS
7-10,7-9: 2x4 DF 180OF 1.6E
REACTIONS. (Iblsize) 9=165310-5-8, 13=1392/0-5-8
Max Horz 13=273(LC 5)
Max Uplift9=252(LC 8), 13=-120(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-406184, 34=-1804/214, 4-5=-1241/184, 5-6=-1219/214, 6-14=-1028/218,
14-15=-1028/2181 7-15=1028/218, 8-9=-309/93, 2-13=451/92
BOT CHORD 12-13=-236/1645, 12-18=-186/1422, 18-19=-186/1422, 11-19=A86/1422,
10-11=-186/1422,10-20=-170/718,20-21=-170/718,9-21=170/718
WEBS 4A2=-16/337, 4-10=584/149, 7-10=-70/698, 7-9=-14551252, 3-13=-1621/121
Structural wood sheathing directly applied or 5-1-3 oc purlins, except
end verticals, and 2-0-0 oc purlins (6-0-0 max.): 6-8.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at midpt 8-91 4-10, 6-101 7-91 3-13
MiTek recommends that Stabilizers and required cross bracing
� be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 8.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=252, OL' 4j
13=120.
7) "Sernkrigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. p
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 119 lb down and 109 lb up at
17-8-83 119 lb down and 95 lb up at 20-0-12, 119 lb down and 95 lb up at 21-11-4, 75 lb down and 54 lb up at 23-114, and 75 lb down
and 54 lb up at 25-11-4, and 113 lb down and 47 lb up at 27-10-4 on top chord. The design/selection of such connection device(s) is
the responsibility of others.
51398 1644
LOAD CASE(S) Standard OAS, �'GISTEK''
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 S C3�
tONAL
Continued on page 2 October 10,2016
AWARN/NG -Verify design parameters and READ NOTESON TNIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MTekOO connectors. This design is based only upon parameters shown, and is for an individual building component, not MR•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and proper iy damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880
Job
Truss
Truss Type
Oty
PlyT31806/12
K2452227
B1604837
A16
ROOF SPECIAL
1
erence (optional)
ProBuild Arlington, Adington,WA 98223
LOAD CASES) Standard
Uniform Loads (pif)
Vert: 1-2=-70, 2-6=-70, 6-8=-70, 9-13=16
Concentrated Loads (Ib)
Vert: 6=-61 8=-113 14=-119 15=-119 16= 75 17=-75
7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:32 2016 Page 2
D;ublsihnKw3JmFOVeCZgKsCzGu7V-f?u2Mj01S9DjxigeObC10bBZMxCBGAjBKkCFRYyUpYH
AWARNING - Ved1y design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MTekOO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify }he applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and pennanent bracing
is always required for stability and }o prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality 01teda, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
MiTek'
250 Klug Circle
Corona, CA 92800
Job
Truss
Truss Type
City
Ply
3180 6112
K2452228
B1604837
A17
ROOF SPECIAL
1
1
Job Reference (optional)
ProBuild Arlington, Adington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:32 2016 Page 1
ID:ub1 sihn Kw3JmFOVeCZgKsCzGu7V-f?u2Mj01S9DjxigeObC 10bBZtxHxG3zBKkCFRYyUpYH
-1-3-8 5-3-5 10-3-2 15-6-12 15-f 0'15 21-7-7 28-0-0
138 5-3-5 4-11-13 5-&10 0-4-3 5-8-8 6.4-9
3x4 =
3x4 =
4x4
5x12 WB =
3x8 =
2x4 I
Scale = 1:55.4
2x4
3x4 =
Plate Offsets (X Y)--
[10:0-3-0 0-3-0]
LOADING
(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/dell
L/d
PLATES GRIP
TCLL
TCDL
25.0
10.0
Plate Grip DOL
Lumber DOL
1,15
1,15
TC 0,49
BC 0,38
Val-0.12
Vert(CT)
-0,19
11-12
11-12
>999
>999
240
180
MT20 220/195
BCLL
0.0 *
Rep Stress Incr
YES
WB 0.93
Horz(CT)
0,05
8
n/a
n/a
BCDL
8.0
Code IRC2015/TPI2014
(Matrix)
Weight: 174 lb FT = 20%
LUMBER -
TOP CHORD 2x4 DF 1800E 1.6E
BOT CHORD 2x4 OF 180OF 1.6
WEBS 2x4 OF No,2 *Except*
6-8: 2x4 DF 180OF 1.6E
OTHERS 2x4 OF No.2
E
REACTIONS. (Ib/size) 8=1379/0-5-8, 13=1376/0-5-8
Max Horz 13=245(LC 26)
Max UPIift8=183(LC 8), 13=117(LC 8)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc purlins, except
end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-7.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 7-8, 5-11, 6-8
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-331/74, 3-4=-1809/202, 4-5=-1348/211, 5-14=-1143/214, 14-15=-1143/214,
6-15=-1143/2143 2-13=-401/83
BOT CHORD 12-13=-216/1612, 12-19=-185/1465, 19-20=-185/1465, 11-20=-185/1465, 10-11=-146/822,
10-21=-146/822, 9-21=-146/8223 9-22=-146/822, 8-22=-146/822
WEBS 4-12=-12/294, 4-11=-480/1333 6-11=-97/549, 6-9=0/312, 6-8=-1367/167,
3-13=-1667/119
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 8.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 8=183,
13=117.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 148 lb down and 119 lb up at
15-8-81119 lb down and 95 lb up at 18-0-12, 18 Ito down and 28 lb up at 20-0-121 18 lb down and 28 lb up at 21-11-4, 30 lb down and
48 lb up at 23-11-4, and 30 lb down and 48 Ito up at 25-11-4, and 62 lb down and 53 lb up at 27-10-4 on top chord. The
design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
Continued on page 2
AWARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. f0/03/TO15 BEFORE USE.
Design valid for use only with MTekOO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indica}ed is to prevent buckling of individual }toss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse wi}h possible personal injuryand property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, D58.89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
•
�SSIONAL�G�
October 10,2016
MiTek'
250 Klug Circle
Corona, CA 92880
REACTIONS. (Ib/size) 8=1379/0-5-8, 13=1376/0-5-8
Max Horz 13=245(LC 26)
Max UPIift8=183(LC 8), 13=117(LC 8)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc purlins, except
end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-7.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 7-8, 5-11, 6-8
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-331/74, 3-4=-1809/202, 4-5=-1348/211, 5-14=-1143/214, 14-15=-1143/214,
6-15=-1143/2143 2-13=-401/83
BOT CHORD 12-13=-216/1612, 12-19=-185/1465, 19-20=-185/1465, 11-20=-185/1465, 10-11=-146/822,
10-21=-146/822, 9-21=-146/8223 9-22=-146/822, 8-22=-146/822
WEBS 4-12=-12/294, 4-11=-480/1333 6-11=-97/549, 6-9=0/312, 6-8=-1367/167,
3-13=-1667/119
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 8.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 8=183,
13=117.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 148 lb down and 119 lb up at
15-8-81119 lb down and 95 lb up at 18-0-12, 18 Ito down and 28 lb up at 20-0-121 18 lb down and 28 lb up at 21-11-4, 30 lb down and
48 lb up at 23-11-4, and 30 lb down and 48 Ito up at 25-11-4, and 62 lb down and 53 lb up at 27-10-4 on top chord. The
design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
Continued on page 2
AWARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. f0/03/TO15 BEFORE USE.
Design valid for use only with MTekOO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indica}ed is to prevent buckling of individual }toss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse wi}h possible personal injuryand property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, D58.89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
•
�SSIONAL�G�
October 10,2016
MiTek'
250 Klug Circle
Corona, CA 92880
Job
Truss
Truss Type
Qty
Pty
3180 6/12
K2452228
B1604837
A17
ROOF SPECIAL
1
1
Job Reference (optional)
ProBuild Arlington, Arlington,WA 98223
LOAD CASES) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.
15,
7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:33 2016 Page 2
ID:ublsihnKw3JmFOVeCZgKsCzGu7V-78SQZ3PwDTLaZsPgaljGZokkdLdA?WCKZOxo_?yUpYG
AWARNING •Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. f0/03/2015 BEFORE USE.
Design valid for use only with MTelc® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is fo prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPlI Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
MTek'
250 Klug Circle
Corona, CA 92880
Job
Truss
Truss Type
Qty
Ply
3180 6/12
K2452229
E11604837
A18
ROOF SPECIAL
1
1
Job Reference (optional)
ProBuild Arlington, Arlington, WA 98223 7,640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:33 2016 Page 1
ID:ublsihnKw3JmFOVeCZgKsCzGu7V-7BSQZ3PwDTLaZsPgaljGZokiKLdg?b3KZOxo_?yUpYG
6-9-3 13-6-12 13-A 0.15 20-7-7 28-0-0
1 3-3-6-9-3 6-9-9 0-4-3 6-8-8 7-4-9
�1
4x6
3x6 =
Scale = 1:51.0
3x4
3x4 4x4 = 3x8 = 3x6 = 2x4 I I 3x4 =
Plate Offsets (X Y)--
[20-2-15 0-2-0],_[40-0-1
0-0-0]
LOADING
(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL
25.0
Plate Grip DOL
1.15
TC 0,64
Vert(LL)
-0.07
8-10
>999
240
MT20 220/195
TCDL
10.0
Lumber DOL
1.15
BC 0,35
Vert(CT)
-0.13
7-8
>999
180
BCLL
0.0 '
Rep Stress Incr
YES
WB 0,62
Horz(CT)
0,04
7
n/a
n/a
BCDL
8.0
Code IRC2015f rPI2014
(Matrix)
Weight: 161 lb FT = 20
LUMBER -
TOP CHORD 2x4 DF 1800E 1.6E
BOT CHORD 2x4 DF 180OF 1.6E
WEBS 2x4 DF No.2
REACTIONS. (Ib/size) 7=1363/0-5-8, 12=1377/0-5-8
Max Horz 12=217(LC 5)
Max UPIift7=-214(LC 8), 12=-135(LC 8)
BRACING -
directly applied 4-11-7 purlins
TOP CHORD Structural wood sheathing or oc , except
end verticals, and 2-0-0 oc purlins (5-4-10 max.): 4-6.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 5-7
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation auide.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-1958/215, 3-4=-1546/239, 4-13=-1295/244, 13-14=-1295/244, 14-15=-1295/244,
5-15=-1295/244, 6-7=-280/98, 2-12=-1322/162
BOT CHORD 11-12=-210/275, 10-11=216/1662, 9-10=-183/1020, 9-19=-183/1020, 8-19=-183/1020,
8-20=-183/1020, 7-20=-183/1020
WEBS 3A 0=-428/14 1, 5-10=-67/398, 5-8=0/363, 5-7=-1440/208, 2-11=-83/1396
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 8.0psf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=214,
12=135.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 119 Ib down and 109 lb up at
13-8-8, 119 lb down and 95 lb up at 16-0-12, 18 lb down and 28 lb up at 18-0-12, 34 Ib down and 54 lb up at 20-0-12, 34 lb down and
54 lb up at 21-11-41 34 lb down and 54 lb up at 23-11-4, and 34 lb down and 54 lb up at 25-11-4, and 76 lb down and 56 lb up at
27-10-4 on top chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
Continued on page 2
A wARN/NG -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTekO connec}ors. This design is based only upon parameters shown, and is for an individual building component, not
a truss rystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
�A ��CISTSg�
SI�NAL�
October 10,2016
MiTek'
250 Klug Circle
Corona, CA 92880
Job
Truss
Truss Type
City
Ply
3180 6112
K2452229
B1604837
A18
ROOF SPECIAL
1
1
Job Reference (optional)
ProBuild Arlington, Adington,VJA 98223
LOAD CASES) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.
15,
7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:33 2016 Page 2
D:ublsihnKw3JmFOVeCZgKsCzGu7V-7BSQZ3PwDTLaZsPgaljGZokiKLdg?b3KZOxo_?yUpYG
�WARN/NG • Vedry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/f13/2815 BEFORE USE.
Design valid for use only with MTekOO connectors. This design is based only upon parameeers shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to preven} buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
MiTek'
250 Klug Circle
Corona, CA 92880
I —
Job
Truss
Truss Type
Qty
Ply
31110 6/12
K2452230
81604837
A19
ROOF SPECIAL
1
1
Job Reference (optional)
ProBuild Arlington, Adington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:34 2016 Page 1
ID:ublsihnKw3JmFOVeCZgKsCzGu7V-bNOpnPQY_nTRA0_080EV50HwXkx8k5YTn2hLWRyUpYF
IL3-8 5-9-3 5-9-9 0.4- 4-9-13 5-5-14 5-9-6
4x4
3x4 =
3x4 =
Scale = 1:51.0
2x4
13 12 11 -- '- -• - -- -- 8
2x4 I 4x4 = 3x8 = 3x6 = 3x4 = 3x4 =
LOADING
(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
TCLL
25.0
Plate Grip DOL 1.15
TC 0.42
Vert(LL)
-0.12
8-9
>999
240
TCDL
10.0
Lumber DOL 1.15
BC 0.46
Vert(CT)
4.22
8-9
>999
180
BCLL
0.0 '
Rep Stress Incr YES
WB 0.41
Horz(CT)
0.04
8
n/a
We
BCDL
8.0
Code IRC2015rrP12014
(Matrix)
LUMBER- BRACING -
TOP CHORD 2x4 DF 1800E 1.6E TOP CHORD
BOT CHORD 2x4 DF 180OF 1.6E an
WEBS 2x4 DF No.2 BOT CHORD
WEBS
REACTIONS. (lb/size) 8=132510-5-8313=1354/0-5-8
Max Horz 13=188(LC 7)
Max Uplift8=-201(LC 8), 13=A30(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=A896/201, 3-4=-1627/225, 4-14=-1380/226, 14-15=-1380/226, 5-15=1380/226,
5-16=-1167/1863 16-17=-1167/186, 6-17=-1167/186, 2-13=-1304/153
BOT CHORD 11-12=-198/1619, 11-20=-218/1364, 10-20=-218/1364, 10-21=-218/1364, 9-21=-218/1364,
9-22=-170/909, 22-23=-170/909, 8-23=-170/909
WEBS 3-11=-278/133, 4-11=0/292, 5-9=-501/113, 6-9=-20/685, 6-8=-1355/204, 2-12=-95/1436
PLATES
MT20
Weight: 158 Ib
GRIP
220/195
Structural wood sheathing directly applied or 5-2-1 oc purlins, except
verticals, and 2-0-0 oc purlins (5-6-6 max.): 4-7.
Rigid ceiling directly applied or 10-0-0 oc bracing -
at
Row at midpt 5-1116-8
MiT
be
ek recommends that Stabilizers and required cross bracing
installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 8.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 8=201,
13=130.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 58 lb down and 66 lb up at 11-8-8,
119 lb down and 95 lb up at 14-0-12, 18 lb down and 28 lb up at 16-0-121 34 lb down and 54 lb up at 18-0-12, 34 lb down and 54 lb up
at 20-0-12, 34 lb down and 54 Ito up at 21-11-4, 34 lb down and 54 lb up at 23-11-4, and 34 lb down and 54 lb up at 25-11-4, and 76 lb
down and 56 lb up at 27-10-4 on top chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
Continued on page 2
AWARNING •Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is foran Individual building component, not
a truss rys}em. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and pennanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312• Alexandria, VA 22314,
October 10,2016
MON
MiTek-
250 Klug Circle
Corona, CA 92880
Job
Truss
Truss Type
City
Ply
3180 6/12
K2452230
B1604837
A19
ROOF SPECIAL
1
1
Job Reference (optional)
ProBuild Arlington, Adington,WA 98223
LOAD CASES) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-70, 2-4=-70, 4-7=-70, 8-13=-16
Concentrated Loads (lb)
Vert: 7=-76 14=-119
7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:34 2016 Page 2
D:ublsihnKw3JmFOVeCZgKsCzGu7V-bNOpnPQY_nTRAO_080EV5OHwXkx8k5YTn2hLWRyUpYF
AWARNING •Verify design paremeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. f0/03/2015 BEFORE USE.
Design valid for use only with M7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss rystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is }o prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII quality Criteria, OSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314,
MiTek'
250 Klug Circle
Corona, CA 92880
Job
Truss
Truss Type
Qty
Ply
3180 6112
K2452231
B1604837
A20
ROOF SPECIAL
1
1
Job Reference (optional)
ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:35 2016 Page 1
I D:ub1 sihnKw3JmFOVeCZg KsCzGu7V-4ZaB_kQBl4blo9YDijlkeDp698HzTT?dOiQv2tyUpYE
1-3-8 4.9-3 4-9-9 0-4- 5-5-13 6-1-14 6-5-6
4x4 i
3x4 =
3x4 =
Scale = 1:51.0
3x4
3x6 = 3x6 = 3x4 = 3x4 =
3x8 =
LOADING
(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TOLL
25.0
Plate Grip DOL 1.15
TC 0.36
Vert(LL)
-0.19
8-9
>999
240
MT20 220/195
TCDL
10,0
Lumber DOL 1.15
BC 0.49
Vert(CT)
4,34
8-9
>968
180
BCLL
0.0
Rep Stress Incr YES
WB 0.72
Horz(CT)
0,05
8
n/a
n/a
BCDL
8.0
Code IRC2015/TP12014
(Matrix)
Weight: 147 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 DF 1800E 1.6E TOP CHORD
BOT CHORD 2x4 DF 1800F 1.6E
WEBS 2x4 DF No.2 BOT CHORD
WEBS
REACTIONS. (Ib/size) 8=1265/0-5-8, 12=1295/0-5-E
Max Horz 12=160(LC 26)
Max Uplif:8=189(LC 8), 12=-125(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-278/30, 3-4=-1636/202, 4-13=-1403I202, 13-14=-1403/202, 5-14=-1403/202,
5-15=-1365/194, 15 16=-1365/194, 16-17=-1365/194, 6 17=-1365/194, 7-8=-267/88,
2-12=-354/57
BOT CHORD 11-12=-206/1467, 11-21=-235/1537, 10-21=-235/1537, 9-10=-235/1537, 9-22=-197/1106,
22-23=-197/1106,8-23=-197/1106
WEBS 4-11=0/343, 5-11=-281/115, 5-9=-347/93, 6-9=0/550, 6-8=-1427/221, 3-12=-1550/194
Structural wood sheathing directly applied or 5-5-9 oc purlins, except
end verticals, and 2-0-0 oc purlins (5-11-1 max.): 4-7.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at midpt 6-8
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 8.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=189,
12=125.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 58 lb down and 66 lb up at 9-8-81
32 lb down and 51 lb up at 12-0-12, 18 lb down and 28 lb up at 14-0-12, 34 lb down and 54 lb up at 16-0-12, 34 lb down and 54 lb up
at 18-0-12, 34 lb down and 54 lb up at 20-0-12, 34 Ib down and 54 lb up at 21-11-4, 34 lb down and 54 lb up at 23-11-4, and 34 lb
down and 54 lb up at 25-11-4, and 76 lb down and 56 lb up at 27-10-4 on top chord. The design/selection of such connection device(s)
is the responsibility of others.
LOAD CASE(S) Standard
Continued on page 2
AWARNING •Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
October 10,2016
MiTek'
250 Klug Circle
Corona, CA 92880
Job
Truss
Truss Type
Qty
Ply
3180 6/12
K2452231
B1604837
A20
ROOF SPECIAL
1
1
Job Reference (optional)
ProBuild Arlington, Arlington,WA 98223
LOAD CASES) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-70, 2-4=-70, 4-7=-70, 8-12=-16
Concentrated Loads (lb)
Vert: 7=-76
7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:35 2016 Page 2
D:ub1 sihnKw3Jm FOVeCZgKsCzGu7V-4ZaB_kQB14blo9YDijlkeDp698HzTT?dOiQv2tyUpYE
AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MTekO connec}ors. This design is based only upon parameters shown, and is far an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design info the overall
building design. Bracing indica}ed is to preven} buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and }o prevent collapse with possible personal injury and property damage. Far general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
MiTek'
250 Klug Circle
Corona, CA 92880
Job
Truss
Truss Type
Qty
Ply
3180 6112
K2452232
B1604837
A21
ROOF SPECIAL
1
1
Job Reference (optional)
ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:36 2016 Page 1
ID:ub1 sihnKw3JmFOVeCZgKsCzGu7V-Ym8ZC4RpVOj9QJ7PFQHzARMD UYfLCzhmFMASaKyUpYD
-1-3-8 3-9-3 7-6-12 7-10y15 14-2-8 21-0-6 28-0.0
1-38 3-9-3 3-9-9 0.43 6-3-9 6-9-14 6-11-10
�1
4x4
3x8 =
3x6 = 2x4 I
Scale = 1:51.4
3x8 =
14 13 12 10 y
3x4 =
Us =
2x4 I I
3x6 =
4x10 =
2x4 I
LOADING
(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/dell
L/d
PLATES GRIP
TCLL
25.0
Plate Grip DOL 1,15
TC 0.58
Vert(LL)
-0.09
12
>999
240
MT20 2201195
TCDL
10.0
Lumber DOL 1.15
BC 0.35
Vert(CT)
-0.17
10A2
>999
180
BCLL
0.0 *
Rep Stress Incr YES
WB 0.57
Horz(CT)
0.05
9
n/a
n/a
BCDL
8.0
Code IRC2015/TPI2014
(Matrix)
Weight: 146 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 DF 1800E 1.6E *Except* TOP CHORD
6-8: 2x4 OF No.2
BOT CHORD 2x4 DF 180OF 1.6E BOT CHORD
WEBS 2x4 DF No.2
REACTIONS. (lb/size) 9=1265/0-5-8114=1295/0-5-8
Max Horz 14=132(LC 5)
Max Uplift9=204(LC 8), 14=-150(LC 8)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=-17171246, 4-15=-1500/240, 15-16=-1500/240, 5-16=-1500/240, 5-17=-1466/249,
17-18=-1466/249, 6-18=-1466/249, 6-19=-1466/249, 7-19=1466/249, 7-20=-1466/2493
20-21=-1466/249, 21-22=-1466/249, 8-22=-1466/249, 8-9=-1213/232, 2-14=-304/54
BOT CHORD 13-14=-217/1404, 12-13=-305/1934, 11-12=305/1934, 10-11=-305/1934
WEBS 3-13=-49/270, 4-13=0/359, 5-13=-588/135, 5-10=-557/81, 7-10=-512/170,
8-10=-256/17103 3-14=-1585/216
Structural wood sheathing directly applied or 5-6-6 oc purlins, except
end verticals, and 2-0-0 oc purlins (4-2-9 max.): 4-8.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.Spsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members. [�b�
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except Qt=1b) 9=204,
14=150.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. p
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 58 lb down and 66 lb up at 7-8-8,
32 lb down and 51 Ito up at 10-0-121 34 lb down and 54 lb up at 12-0-12, 34 Ito down and 54 Ito up at 14-0-121 34 Ito down and 54 lb up
at 16-0-12, 34 Ito down and 54 lb up at 18-0-12, 34 lb down and 54 Ito up at 20-0-12, 34 lb down and 54 Ito up at 21-11-4, 34 lb down
and 54 lb up at 23-11-4, and 34 lb down and 54 lb up at 25-11-4, and 76 Ito down and 56 lb up at 27-10-4 on top chord. The
design/selection of such connection device(s) is the responsibility of others. �+O �F 51398�
GIS'I'FsLz
LOAD CASE(S) Standard s`rIONAL�
Continued on page 2 October 10,2016
AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. f0/03/2015 BEFORE USE. "
Design valid for use onlywith MTekO connectors. This design is based only upon parametersshown, and is for an individual building component, not �N
a }cuss rystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addi}ional Temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI7 Quality CrBeda, DSB-89 and SCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880
Job
Truss
Truss Type
Qty
Ply
3180 6/12
K2452232
B1604837
A21
ROOF SPECIAL
1
1
Job Reference (optional)
ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:36 2016 Page 2
I D:ub1 sihnKw3JmFOVeCZgKsCzGu7V-Ym8ZC4RpVOj9QJ7PFQHzARMD UYfLCzhmFMASaKyUpYD
LOAD CASES) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-70, 2-4=-70, 4-8=-70, 9-14=-16
Concentrated Loads (lb)
Vert:8=-76
AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, no}
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated Is io prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required forstabiliiy and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
MiTek'
250 Klug Circle
Corona, CA 92880
Job
Truss Truss Type
Qty
Ply
3180 6/12
K2452233
81604837
A22 ROOF SPECIAL GIRDER
1
1
Job Reference (optional)
ProBuild Arlington, Adington,WA 98223 7,640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:37 2016 Page 1
I D: ub1 sihnKw3JmFOVeCZgKsCzGu7V-OyixPQSRGir01 Tibp8oCjevMLyumxQywUOv?7myUpYC
1-3-8 5-6-12 0.4- 3-11-10 4-515 4-5-15 4-5-15 4-7-11
5x12 =
a nn
2x4 I I
3x8 = 3x6 =2x4 I
5x10 =
Scale = 1:51.4
3x4 I
3x6 5x8 = 4x10 = Sx12 MT20HS VJB = Sx10 = 2x4 6x6 =
2x4 11
i 5-6-12 9-10-9 144-8 1B-10.7 23-4-5 28-0-0
Plate Offsets (X.Y)--
[3:0-6-0.0-0-15].
[16:0-3-8.0-2-8]_
LOADING
(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Vdefl
L/d
PLATES
GRIP
TCLL
TCDL
25.0
10.0
Plate Grip DOL
Lumber DOL
1.15
1.15
TC 0,77
BC 0,79
Vert(LL)
Vert(CT)
424
-0.41
14
14-15
>999
>799
240
180
MT20
MT20HS
220/195
165/146
BCLL
0.0 *
Rep Stress Incr
NO
WB 0,56
Horz(CT)
0.12
10
n/a
n/a
BCDL
8.0
Code IRC2015/TPI2014
(Matrix)
Weight: 150 lb
FT = 20%
LUMBER-
BRACING -
TOP CHORD
2x4 DF 1800E 1.6E *Except*
TOP CHORD
Structural wood sheathing directly applied or 2-7-2 oc purlins, except
1-3: 2x4 DF No.2
end verticals, and 2-0-0 oc purlins (3-1-9 max.): 3-9.
BOT CHORD
2x4 DF 180OF 1.6E
BOT CHORD
Rigid ceiling directly applied or 7-9-10 oc bracing.
WEBS
2x4 DF No.2 *Except*
WEBS
1 Row at midpt 8-10
2-17: 2x6 DF No.2
MiTek recommends that Stabilizers and required cross bracing
OTHERS
2x4 DF No.2
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.
(lb/size) 10=2426/0-5-8117=2375/0-5-8
Max Horz 17=104(LC 7)
Max Uplift 10=-553(LC 8), 17=-383(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3646/654, 3-18=-44491833, 4-18=-44491833, 4-19=4449/833, 19-20=-4449/833,
5-20=-4449/833, 5-21=-4198/854, 6-21=-4198/854, 6 22=-4198/854, 7-22=-4198/854,
7-23=-4198/854, 23-24=-4198/854, 8-24=-4198/854, 9-10=-387/146, 2-17=-2297/416
BOT CHORD 17-27=-114/332, 27-28=-114/332, 16-28=-114/332, 16-29=-610/3223, 29-30=-610/3223,
15-30=-610/3223, 15-31=-914/4807, 31-32=-914/4807, 14-32=-914/4807,
13-14=-914/4807, 13-33=-914/4807, 12-33= 914/4807, 12-34=-579/2634,
34-35=-579/2634, 11-35=-579/2634, 11-36=-579/2634, 36-37=-579/2634,
10-37=-579/2634
WEBS 3-16=-300/194, 3-15=-30711623, 4-15=-577/199, 5-15=467/120, 5-14=0/306,
5-12=-764/80, 7-12=-557/212, 8-12=-341/1965, 8-11=01325, 8-10=-3265/694,
2-16=-538/2936
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.Bpsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 10=553,
17=383.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Continued on page 2
AWARN/NG • Vedry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MfrekOO connectors. This design is based only upon parameeers shown, and is loran individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorpora}e }his design info the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addi}ional temporary and pennanent bracing
is always required for s}abiliiy and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems; see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
��A ��GISTER�
SSIONAL�O�
October 10,2016
MiTek'
250 Klug Circle
Corona, CA 92880
Job
Truss Truss Type
Qty
Ply
3180 6/12
K2452233
B1604837
A22 ROOF SPECIAL GIRDER
1
1
Job Reference (optional)
ProBuild Arlington, Arlington,VUA 98223
7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:37 2016 Page 2
ID:ub1 sihn Kw3Jm FOVeCZgKsCzGu7V-OyixPQSRGir01 TibpBoCjevMLyumxQywUOv?7myUpYC
NOTES-
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 536 lb down and 260 lb up at 5-8-8, 112 lb down and 106 lb up at 8-0-12,
112 lb down and 111 lb up at 10-0-12, 112 lb down and 113 lb up at 12-0-121 112 lb down and 115 lb up at 14-0-12, 112 lb down and 116 lb up at 16-0-12, 112 lb down and
118 lb up at 18-0-12, 112 lb down and 120 lb up at 20-0-12, 112 lb down and 120 lb up at 21-11-41 112 lb down and 119 lb up at 23-11-4, and 112 lb down and 119 lb up at
25-11-4, and 187 lb down and 106 lb up at 27-10-4 on top chord, and 54 lb down at 2-0-12, 57 lb down at 4-0-12, 63 lb down at 6-0-12, 63 lb down at 8-0-12, 63 lb down at
10-0-12, 63 lb down at 12-0-12, 63 lb down at 14-0-125 63 lb down at 16-0-12, 63 lb down at 18-0-12, 63 Ib down and 18 lb up at 20-0-12, 63 lb down and 18 lb up at 21-11-4
, and 63 lb down and 17 (b up at 23-114, and 63 lb down and 17 Ib up at 25-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of
others.
11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASES) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-70, 2-3=401 3-9=-701 10-17=-16
Concentrated Loads (lb)
Vert: 3=479 9=-187 13=-44(B) 15=-44(B) 4=-112 18=-112 19=-112 20=-112 21=-112 22=A 12 23=-112 24=-112 25=-112 26=-112 27=-28(B) 28=-28(B) 29=-42(B)
30=-44(B) 31=-44(B) 32=-44(B) 33=-44(B) 34=44(B) 35=-44(B) 36=-44(8) 37=44(B)
AWARN/NG -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building componen}, no}
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design info the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addi}ional temporary and permanent bracing
is always required forstabiliiy and to prevent collapse wi}h possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and brocing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
MiTek'
250 Klug Circle
Corona, CA 92880
Job
Truss
Truss Type
Qty
Ply
3180 6112
K2452234
B1604B37
B01
COMMON
7
1
Job Reference (optional)
ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:38 2016 Page 1
ID: ubl sihn Kw3JmFOVeCZgKsCzGu7V-U8GJdmT31?zsfdHoNrJRFsRTOM Gcgx_3igfZfCyUpYB
6-413 12-7-11 18-10-8 25-1-5 31-43 37-10.8 39�2-Oi
6-413 6-2-13 6-2-13 6-2-13 6-2-13 8-6-5 1-3-8
3x4 =
5x6 =
5x8 =
3x4 =
i 9-64 18-10.8 28-2-12 37-10.8
Scale = 1:67.4
Plate Offsets (X.Y)- [1:0-8-3
0-0-2]
[11:0-8-3
0-0-2],j14:0-4-0
0-3-0]
LOADING
(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
L/d
PLATES GRIP
TCLL
25.0
Plate Grip DOL
1.15
TC 0.96
Vert(LL)
-0.29
13-14
>999
240
MT20 220/195
TCDL
10.0
Lumber DOL
1.15
BC 0.62
Vert(CT)
-0.46
13-14
>997
180
BCLL
0.0 *
Rep Stress Incr
YES
WB 0.26
HOrz(CT)
0,11
11
n/a
n/a
BCDL
8.0
Code IRC2015rTP12014
(Matrix)
Weight: 204 Ito FT = 20%
LUMBER -
TOP CHORD 2x4 DF No.2 *Except*
1-4: 2x4 DF 240OF 2.OE, 8-12: 2x4 DF 180OF 1.6E
BOT CHORD 2x4 DF 180OF 1.6E
WEBS 2x4 DF No.2
SLIDER Left 2x8 DF SS 3-7-12, Right 2x8 DF SS 3-9-2
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 7-1415-14
REACTIONS. (lb/size) 1=1627/0-4-0, 11=1721/0-5-8
Max Horz 1=123(LC 12)
Max Uplift1=-41(LC 8), 11=-58(LC 9)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-2652/74, 2-3=-2524/97, 3-4=-2374/85, 4-5=-2215/102, 5-6=-1819/110,
6-7=-1820/111, 7-8=-2233/102, 8-9=-2391/84, 9-10=-2547/96, 10-11=2677/74
BOT CHORD 1-15=-130/2152, 15-16=45/1963, 16-17=-45/1963, 14-17=-45/1963, 14-18=0/1971,
18-19=0/1971, 13-19=0/1971, 11-13=8/2181
WEBS 6-14=-23/1179, 7-14=-702/146, 7-13=5/358, 5-14=-692/146, 5A5=6/343
1) Unbalanced
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES-
roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 8.Opsf.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 1, 11.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss,
IDNAL "
October 10,2016
AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MTekOO connectors. This design is based only upon parameters shown, and is for an individual building component, not ��-
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Corona, CA 92880
Job
Truss
Truss Type
Qty
Ply
6/12K2452235
[31b80
31604837
B02
GABLE
1
Reference (optional)
ProBuild Arlington, Ar ington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Man Oct 10 11:33:40 2016 Page 1
ID:ub1sihnKw3JmFOVeCZgKsCzGu7V-QXN4ISUJZdDauxRAUGLvLHX?B9ug8iQMA_Bgj5yUpY9
i 6-4-13 12-7-11 18-10-8 25-1-5 31-43 37-10.8 39-2-0
6-4-13 6-2-13 6-2-13 6-2-13 &2-13 6-6-5 1-3-8
Scale = 1:77.1
5x10
6.00 112 3x4 3x4
3x4 i 5 3x4
3x4 i
4x10 \\ 3x4 i 3x4 3x4
3x6 % 3x8
3x6
3x4 � 4 6 3x4
6x10 % 3 7
3x4 % 3x4
34 8xio
3x4 \\ 2 8 9 3x4
3x4 \\ 3x4
3x4 \\ 3x4
1 10
I I'
6x10 I 16 46 47 48 4950 13 51 52 53 54 15 14 12 8x8
4x4 = Bx16 MT20HS = 4x4 =
Plate Offsets
(X Y)-- [60-5-D
0-0-81,j80-0-8
0-3-0]�[10Edge
0-6-6],-[150-8-0
0-4-8],_[26
0-0-15 0-0-4]
LOADING
(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/dell
L/d
PLATES
GRIP
TCLL
TCDL
25.0
10.0
Plate Grip DOL
Lumber DOL
1,15
1.15
TC
BC
0,22
0.89
Vert(LL)
Vert(CT)
-0.32
-0,57
14-15
14-15
>999
>804
240
180
MT20
MT20HS
220/195
165/146
BCLL
0.0
*
Rep Stress Incr
YES
WB
0.84
Horz(CT)
0,10
10
n/a
n/a
BCDL
8.0
Code IRC2015/TPI2014
(Matrix)
Weight: 384 lb
FT = 20%
LUMBER -
TOP CHORD
2x4
DF
1800E 1.6E *Except*
REACTIONS. (lb/size) 1=2265/0-4-0, 10=2947/0-5-8
Max Horz 1=-119(LC 9)
Max Uplift I =-74(LC 8), 10=-133(LC 9)
BRACING-
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-4073/157, 2-3=-3821/135, 3-4=-3643/166, 4-5=-3297/176, 5-6=3297/179,
6-7=-4680/2201 7-8=-4806/202, 8-9=-4781/245, 9-10=-5225/247
BOT CHORD 1-16=-191/3477, 16-46=-105/3207, 46-47=-105/3207, 15-47=-105/3207, 15-48=-36/3717,
14-48=-36/3717, 14-49=-36/3717, 49-50=-36/3717, 50-51=-36/3717, 13-51=-36/3717,
13-52=-146/4474, 12-52=-146/4474, 12-53=-148/4477, 53-54=A48/4477,
10-54=-148/4477
WEBS 5-15=-83/2413, 15-34=A325/167, 6-34=-1191/181, 6-13=-69/12183 8-13=-430/174,
4-15=-604/213, 4-16=-91/449, 2-16=-282/157
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) All plates are MT20 plates unless otherwise indicated.
5) All plates are 2x4 MT20 unless otherwise indicated.
6) Gable studs spaced at 1-4-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 8.0psf.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Qt=lb)
10=133.
10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
Continued on page 2
AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mg-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component. not
a truss system. Before use, the building designer must verify }he applicability of design parameters and properly incorporate this design into The overall
building design. Bracing indicated is io prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injuryand property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteda, DSB-89 and BC51 Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314,
•
� �AGISTSR�
IONAL��
October 10,2016
MiTek'
250 Klug Circle
Corona, CA 92880
Truss
Truss Type
Qty
Ply
3180 6/12
rB1604837
K2452235
B02
GABLE
1
1
Job Reference (optional)
ProBuild Arington, Adington,WA 98223
7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:40 2016 Page 2
ID:ublsihnKw3JmF0VeCZgKsCzGu7V-QXN41SUJZdDauxRAUGLvLHX?B9ug8iQMA_8gj5yUpY9
NOTES-
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 158 lb down and 80 lb up at 31-9-12, and 282 lb down and 105 lb up at
31-10-8 on top chord, and 1206 Ito down and 84 lb up at 21-11-4, 63 lb down at 23-9A2, 63 Ito down at 25-9-12, 63 lb down at 27-9-12, 63 lb down at 29-9-12, 63 lb down at
31-9-12, and 57 lb down at 33-9-12, and 54 lb down at 35-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASES) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-5=-70, 5-11=-70, 1-10=-16
Concentrated Loads (lb)
Vert: 14=-43(F) 12=-43(F) 9=-390(F=-108) 48=A206(F) 49=-43(F) 51=-43(F) 52=-43(F) 53=28(F) 54=-28(F)
AWARNING • Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7479 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MTekOO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is io prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse wi}h possible personal injury and property damage. for general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314,
MiTek'
250 Klug Circle
Corona, CA 92880
Job
Truss
Truss Type
Qty
Ply
3180 6/12
K2452236
B1604837
BP1
FLAT SUPPORTED GABLE
7
1
Job Reference (optional)
ProBuild Arlington, Arlin gton,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:40 2016 Page 1
I0:ublsihnKw3JmFOVeCZgKsCzGu7V-QXN4ISUJZdDauxRAUGLvLHX2g95Z8v9MA_8gj5yUpY9
one 1-1a7
1� 815 i
Scale: 1/2"=1
6
II 4
I 3x4 =
2x4
LOADING
(pots
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/dell
L/d
PLATES GRIP
TCLL
TCDL
BCLL
BCDL
25.0
10.0
0.0 *
8.0
Plate Grip DOL 1.15
Lumber DOL 1,15
Rep Stress Incr YES
Code IRC2015/rP12014
TC 0.06
BC 0.01
WB 0.02
(Matrix)
Vert(LL)
Vert(CT)
Horz(CT)
-0,00
-0.00
-0.00
1
1
4
n/r
n/r
n/a
120
120
n/a
MT20 220/195
Weight: 19 lb FT = 20%
LUMBER -
TOP CHORD 2x4 DF No.2
BOT CHORD 2x4 DF No.2
WEBS 2x4 DF No.2
REACTIONS. (Ib/size) 4=62l1-10-8, 5=73/1-10-8
Max Horz 5=72(LC 7)
Max Uplift4=82(LC 7), 5=75(LC 4)
Max Grav4=66(LC 15), 5=123(LC 16)
BRACING-
TOP CHORD 2-0-0 oc purlins: 1-3, except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
MiTek recommends that Stabilizers and required cross
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
1) Wind: Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1,
3) Provide adequate drainage to prevent water ponding.
4) Gable requires continuous bottom chord bearing.
5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
6) Gable studs spaced at 2-0-0 oc.
7) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads.
8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5.
10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. iLZ
11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. O w� U
ZONAL "
October 10,2016
AWARNING •Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/20f5 BEFORE USE.
Design valid for use only wi}h MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, no} ��•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design info the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required forstability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Corona, CA 92880
Job
Truss
Truss Type
Oty
Ply
3180 6/12
K2452237
81604837
BP2
FLAT SUPPORTED GABLE
9
1
Job Reference (optional)
ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 292015 MiTek Industries, Inc. Mon Oct 10 11:33:41 2016 Page 1
ID: ub1 sihnKw3JmFOVeCZgKsCzGu7V-ujxSFoVxKwLR W4OM2_s8tU3DfZRotMXVOetDGXyUpYB
0-A y6 1-10-7
0.1-6 1-8-15
1 2 3x4 =
2x4
Scale = 1:21.5
LOADING
(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/dell
L/d
PLATES GRIP
TCLL
25.0
Plate Grip DOL 1,15
TC 0.04
Vert(LL)
-0.00
1
n/r
120
MT20 220/195
TCDL
10.0
Lumber DOL 1.15
BC 0,01
Vert(CT)
-0.00
1
n/r
120
BCLL
0.0
Rep Stress Incr YES
WE 0.01
Horz(CT)
-0.00
4
n/a
n/a
BCDL
8.0
Code IRC2015/TPI2014
(Matrix)
Weight: 17 lb FT = 20%
LUMBER -
TOP CHORD 2x4 DF No.2
BOT CHORD 2x4 DF No.2
WEBS 2x4 DF No.2
REACTIONS. (Ib/size) 4=62/1-10-8, 5=73/1-10-8
Max Horz 5=62(LC 7)
Max Uplift4=-59(LC 7), 5=-58(LC 4)
Max Grav 4=62(LC 1), 5=105(LC 16)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
BRACING-
TOP CHORD 2-0-0 oc purlins: 1-3, except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross
bracing
be installed during truss erection, in accordance with Stabilizer
Installation -guide.
NOTES-
1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.Spsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1.
3) Provide adequate drainage to prevent water ponding.
4) Gable requires continuous bottom chord bearing.
5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
6) Gable studs spaced at 2-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5.
10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
IONAL�
October 10,2016
AWARNING - Veriry design parameters and READ NOTES ONTHIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MilekO connec}ors. This design is based only upon parameters shown, and is for an individual building component, not ��'
a truss system. Before vse, }he building designermust verify the applicability of design parameters and properly incorporate this design info the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to proven} collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880
Job
Truss
Truss Type
Qty
Ply
3180 6/12
K2452238
B1604837
C01
COMMON
1
1
Job Reference (optional)
ProBuild Abington,
oI1
Abjngton,WA 98223
7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:41 2016 Page 1
I D: ubl sihnKw3JmFOVeCZgKsCzGu7V-ujxSFoVxKwLRW40M2_s8tU38FZM8tDIVOetDGXyUpYB
4x6 =
6-1-12
3x10 I 9 3x10
3x4 = 3x6 =
3x4 =
Scale = 1:44.9
8-0-10
7-8-10
0- -2
8-0-10
Plate Offsets (X Y)-- j270-7-11
0-1-2]
[8:0-7-11
0-1-2]
LOADING
(psf)
SPACING-
2-0-0
CSI,
DEFL,
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL
TCDL
25.0
10,0
Plate Grip DOL
Lumber DOL
1,15
1,15
TC 0,32
BC 0,38
Vert(LL)
Vert(CT)
-0.13
-0.16
9-11
9-11
>999
>999
240
180
MT20 2201195
BCLL
0,0 *
Rep Stress Incr
YES
WB 0.58
Horz(CT)
0,01
8
n/a
n/a
BCDL
8.0
Code IRC2015/TPI2014
(Matrix)
Weight: 122lb FT=20%
LUMBER -
TOP CHORD 2x4 DF 1800E 1.6E
BOT CHORD 2x4 OF 1800F 1.6E *Except*
8-10: 2x4 DF No.2
WEBS
2x4
OF No.2
SLIDER
Left
2x8 DF SS 3-6-9,
Right 2x8 DF SS 3-6-9
REACTIONS. (lb/size) 8=346I0-3-8, 2=780/0-5-819=1029/0-5-8
Max Horz 2=-81(LC 13)
Max UPIjftB=-54(LC 911 2=-52(LC S)
Max Grav 8=369(LC 20), 2=780(LC 1), 9=1029(LC 1)
FORCES. (lb) -Max.
Comp./Max.
Ten. -All forces 250 (Ib)
or less except when shown.
TOP CHORD
2-3=-926/59, 3-4=-752/81, 4-5=724/110, 6-7=-260/115, 7-8=-352/92
BOT CHORD
2-11=-78/716, 11-12=0/313,
12-13=0/313,
10-13=0/313, 9-10=0/313
WEBS
5-9=-606/17, 6-9=-418/132, 5-11=-46/509,
4-1 1 =-350/134
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
Installation guide.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = B.Opsf.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 2.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7479 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is far an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into The overall
building design. Bracing indicaTed is to prevent buckling of individual truss web and/orchard members only. Additional temporary and permanent bracing
is always required forstability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314,
October 10,2016
MiTek'
250 Klug Circle
Corona, CA 92880
Job
Truss
Truss Type
Qty
Ply
3180 6/12
K2452239
61604837
CO2
GABLE
1
1
Job Reference (optional)
PfoBuild Arlington, Anington,WA 98223 7,640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:42 2016 Page 1
I D: ub1 sihnKw3JmFOVeCZgKsCzGu7V-MwVgSBWa5ET18EbZch NOQicKezfwcg_fdHdmozyUpY7
-1-3-8 6-1-12 12-0-0 17-104 24-D-0
1-3-8 6-1-12 5-10-4 5-10-4 6-1-12
4x8
3x4 � F 3x4
3x10 �u 9
3x4 = 5x6
15-9-
e-o-10 7-a-10 a -z a-o-10
Plate Offsets IX Yl— r2 0-7-11.0-1-21. f10:0-3-0.0-3-01
Scale: 1/4"=1'
LOADING
(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
, oc)
I/defl
L/d
PLATES GRIP
TCLL
TCDL
25.0
10.0
Plate Grip DOL 1.15
Lumber DOL 1.15
TC 0,22
BC 0.53
Vert(LL)
Vert(CT)
-0.12
-0.20
9-11
8-9
>999
>464
240
180
MT20 220/195
BCLL
0.0
Rep Stress Incr NO
WB 0.58
Horz(CT)
0,01
8
n/a
n/a
BCDL
8.0
Code IRC2015/TPI2014
(Matrix)
Weight: 183 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 DF 1800E 1.6E'Except' TOP CHORD
4-5: 2x4 DF No.2
BOT CHORD 2x4 DF 180OF 1.6E *Except* BOT CHORD
8-10: 2x4 DF No.2
WEBS 2x4 DF No.2
OTHERS 2x4 DF No.2
SLIDER Left 2x8 DF SS 3-6-9
REACTIONS. (lb/size) 2=751/0-5-819=1249/0-5-8, 8=397/0-3-8
Max Horz 2=78(LC 8)
Max Uplut2=41(LC 271, 9=46(LC 9), 8=-37(LC 9)
Max Grav2=751(LC 1), 9=1249(LC 1), 8=400(LC 20)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-663/41, 3-4=-689/63, 4-5=-657/89, 7-33=-321/58, 7-8=-324/81
BOT CHORD 2-11=-62/6593 11-34=0/2681 34-35=0/2681 10-35=0/268, 9-10=0/268
WEBS 5-9=-653/743 6-9=-575/195, 5-11=-51/482, 4-11=-324/134
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) All plates are 2x4 MT20 unless otherwise indicated.
5) Gable studs spaced at 1-4-0 oc.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = B.Opsf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 91 8.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 91 lb down and 60 lb up at
19-11-4, and 146 lb down and 54 lb up at 20-0-0 on top chord, and 30 lb down at 16-1-41 28 lb down at 17-11-4, and 28 lb down at
19-11-4, and 23 lb down at 21-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
Continued on page 2
AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2075 BEFORE USE.
Design valid for use only with M7ek0 connectors. This design is based only upon parame}ers shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design info the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and pennanent bracing
is always required for stability and to prevent collapse with possible personal injuryand property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality CrBeria, DSB-89 and SCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
.�+ GISTEg
70'CONALVk
October 10,2016
MiTek
250 Klug Circle
Corona, CA 92880
Truss
Truss Type
Qty
Ply
3180 6/12
FB1604837
K2452239
GABLE
1
1
Job Reference (optional)
ProBuild Arlington, Arlington,WA 98223
LOAD CASES) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-5=-70, 5-7=-70, 2-8=-16
Concentrated Loads (lb)
Vert: 9=-25(F) 33=-187(F=-41) 36=-17(F) 37=-17(F) 38=-10(F)
7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:42 2016 Page 2
I D: ub1 sihnKw3Jm FOVeCZgKsCzGu7V-MwVgS8Wa5ETIBEbZch NOQicKezfwcg_fdHdmozyUpY7
AWARN/NG - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. f0/03/2015 BEFORE USE.
Design valid for use only with MTekOO connectors. This design is based only upon parameters shown, and is for an individual building component, no}
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
MiTek'
250 Klug Circle
Carona, CA 92880
Truss Type
Qty
Ply
3180 6/12
rBob
FCO3
K2452240
837
Common Girder
1
Job Reference (optional)
ProBuild Arlington, Arlington,WA 98223 T640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:43 2016 Page 1
I D: ub1 sihnKw3JmFOVeCZgKsCzGu7V-r63CgTXCsYb910AlAPvdyvgSENzfL5EosxMKKQyU pY6
ol.
1-3-8 6-1-12 5-10-4 40-0
3x10
4x4 =
8x8 — 5x12 MT20HS I
i 61-12 12-0-0 1E-0-0
Plate offsets (x Y)- (3•0-2-0 o-2-aj,�6:o-5-8.Edgel, mat-o 0-4-12)
Scale = 1:43.1
LOADING
(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/dell
Ud
PLATES
GRIP
TCLL
25,0
Plate Grip DOL 1.15
TC 0,42
Vert(LL)
-0.13
7-8
>999
240
MT20
220/195
TCDL
10,0
Lumber DOL 1.15
BC 0.69
Vert(CT)
-0.21
7-8
>890
180
MT20HS
165/146
BCLL
0.0
Rep Stress Incr NO
WB 0.71
Horz(CT)
0.03
6
n/a
n/a
BCDL
8,0
Code IRC2015/TP12014
(Matrix)
Weight: 221 lb
FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 DF 1800E 1.6E *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
4-5: 2x4 DF No.2 end verticals.
BOT CHORD 2x6 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 DF No.2
SLIDER Left 2x6 DF No.2 6-9-13
REACTIONS. (lb/size) 2=4534/0-5-8, 6=6451/0-5-8
Max Horz 2=150(LC 24)
Max Uplift2=615(LC S), a=-763(L1%.r 8)
FORCES. (lb) -Max.
Comp./Max.
Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD
2-3=-8510/1190,
3-4=-3954/527, 4-5=-3911/545, 5-6=60351773
BOT CHORD
2-8=-1041/71oop
8-9=-1041/718op 9-10=-1041171oo, 7-10=1041/7183
WEBS
3-8=-682/4565, 3-7=4429/758, 4-7=-418/3158, 5-7=684/5415
NOTES-
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at a7-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc.
Webs connected as follows: 2x4 - 1 row at a8-0 oc, Except member 7-3 2x4 - 1 row at 0-94 oc, member 74 2x4 - 1 row at 0-9-0 oc,
member 7-5 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=11 Omph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60Iz B
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=615,
6=763.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2870 lb down and 520 lb up at .dVP 51398 Q>�
6-0-12, 1507 lb down and 206 lb up at 8-0-12, 1837 lb down and 298 lb up at 10-0-12, and 1647 lb down and 167 lb up at 12-0-12, Off, ��GIST6g�
and 1670 lb down and 154 lb up at 14-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility Of
others. `rIONAL
LOAD CASE(S) Standard
Continued on page 2 October 10,2016
AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with M7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal it and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and trusssystems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880
Truss
Truss Type
Oty
Ply
3180 6/12
Fob
K2452240
837
CO3
Common Girder
1
2
Job Reference (optional)
ProBuild Arlington, Adington,WA 98223
LOAD CASES) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-4=-70, 4-5=-70, 2-6=-16
Concentrated Loads (lb)
Vert: 8=-2870(B) 7=-1647(B) 9=-1507(B) 10=1837(B) 11=-1670(B)
7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:43 2016 Page 2
ID: ub1 sihn Kw3JmFOVeCZgKsCzGu7V-r63CgTXCsYb9lOAlAPvdyv9SENzfL5EosxMKKOyUpY6
AWARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with M1ekOO connectors. This design is based only upon parameters shown, and is for an individual building component, not ��,
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate }his design info the overall
building design. Bracing indicated is io prevent buckling of individual truss we and/or chord members only. Additional temporaryand permanen} bracing MiTek'
is always required forstability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPH Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880
Job
Truss
Truss Type
City
Ply
3180 6/12
K2452241
B1604837
DOI
COMMON
3
1
Job Reference (optional)
ProBuild Arlington,
1-3-8
Arlington,WA 98223
4x4 =
7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:44 2016 Page 1
D:ub1 sihnKw3JmFOVeCZgKsCzGu7V-JldbtpXgdrjONYkxj6QsV7he8mMa4iGy5b6tssyU pY5
5-7-12
Scale = t:40.6
Ib
3x10 3x4 = 3x6 = 3x4 = 3x10
Plate Offsets (X.Y)-- [2:0-7-11.0-1-2],
[8:0-7-11.0-1-2]
LOADING
(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/dell
L/d
PLATES GRIP
TCLL
TCDL
25.0
10.0
Plate Grip DOL
Lumber DOL
1.15
1.15
TC 0.35
BC 0.39
Vert(LL)
Vert(CT)
-0.10 9-11
-0.15 9-11
>999
>999
240
180
MT20 220/195
BCLL
0.0
Rep Stress Incr
YES
WB 0,08
Horz(CT)
0.03 8
n/a
n/a
BCDL
8.0
Code IRC2015/TP12014
(Matrix)
Weight: 113 lb FT = 20%
LUMBER -
TOP CHORD 2x4 DF 1800E 1.6E
BOT CHORD 2x4 DF 180OF 1.6E *Except*
2-10: 2x4 DF No.2
WEBS 2x4 DF No.2
SLIDER Left 2x8 DF SS 3-3-3, Right 2x8 DF SS 3-3-3
REACTIONS. (lb/size) 8=943/Mechanical, 2=1039/0-5-8
Max Horz 2=-75(LC 13)
Max Upmto=-23(LC 9), 2=-39(LC 8)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1419/36, 3-4=-1320/57, 4-5=-1225/83, 5-6=-1232/85, 6-7=-1327/59, 7-8=-1432/38
BOT CHORD 2-11=-56I1125I 10-11=0/845, 10-12=0/845, 9-12=0/845, 8-9=0/1135
WEBS 5-9=-46/411, 6-9=-269/127, 5-11=-44/400, 4-11=-260/125
Installation guide.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
NOTES -
)Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 8.Opsf.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 2.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
AWARN/NG -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify }he applicability of design parameters and properly incorporate this design into }he overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Qualify CrBeria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314,
October 10,2016
MiTek"
250 Klug Circle
Corona, CA 92880
Job
Truss
Truss Type
Oty
Ply
3180 6/12
K2452242
B1604837
D02
GABLE
1
1
Job Reference (optional)
ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:45 2016 Page 1
I D:ub1 sihn Kw3JmFOVeCZgKsCzGu7V-nVBz59YSO9st?iJ8Hpx52KEtjAobpAu5J FrRPlyUpY4
-1.3-8 11-0-0 22-0-0 23-3-8
1-3-8 11-0-0 11-0-0
3x6 =
36 35 34 33 32 31 30 29 28 27
3x6 =
26 25 24 23 22 21
20
Scale = 1:43.5
3 Io
Plate Offsets (X.Y)--
[10.0-3-0 Edael
LOADING
(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL
25.0
Plate Grip DOL
1.15
TC 0,10
Vert(LL)
-0,01
19
n/r
120
MT20 220/195
TCDL
10.0
Lumber DOL
1.15
BC 0,02
Vert(CT)
4.01
19
n/r
120
BCLL
0.0 "
Rep Stress Incr
YES
WB 0.06
Horz(CT)
0.00
20
n/a
n/a
BCDL
8.0
Code IRC2015/TP12014
(Matrix)
Weight: 138 lb FT = 20%
LUMBER -
TOP CHORD
BOT CHORD
WEBS
OTHERS
REACTIONS.
(Ib) -
2x4 DF 1800E 1.6E
2x4 DF No.2'Except'
20-29: 2x4 DF 180OF 1.6E
2x4 DF No.2
2x4 DF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
All bearings 22-0-0.
Max Horz 36=74(LC 7)
Max Uplift All uplift 100 lb or less atjoint(s) 36, 20, 30, 31, 32, 33, 34, 35, 26,
25, 24, 23, 22, 21
Max Grav All reactions 250 lb or less atjoint(s) 36, 20, 283 30, 31, 32, 332 34,
35, 27, 26, 25, 24, 23, 22, 21
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1,
4) All plates are 2x4 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing.
6) Truss to be fully sheathed from one face or securely braced against lateral movement (Le, diagonal web).
7) Gable studs spaced at 1-4-0 oc.
8) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads.
9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.�
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 36, 209 30, 31, 321 p
33, 34, 35, 26, 255 24, 23, 22, 21.
11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
57139813
�+�' GISTfiR
sSIONAL��
October 10;2016
AWARNING - Vedfy design paremeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. f0/03/2015 BEFORE USE.
Design valid for use only with MTekOconnectors. This design is based only upon parameTers shown, and is for an individual building component, not ��'
a truss system. Before use, the building designer muss verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. Far general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Comna, CA 92880
Job
Truss
Truss Type
Qty
Ply
3180 6/12
K2452243
81604837
E01
COMMON
2
1
Job Reference (optional)
ProBuild Arlington, Arlington,WA 98223
6
4x10
Sx6
7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:45 2016 Page 1
ID:ub1 sihnKW3JmFOVeCZgKsCzGu7V-nVBz59YS09st?iJ8Hpx52KE)CAIQpAx5JFrRPlyUpY4
8-0-0 8-0-0
4x4 =
LOADING
(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
Qoc)
TOLL
25.0
Plate Grip DOL
1.15
TC 0.71
Vert(LL)
-0.12
7-10
TCDL
10.0
Lumber DOL
1,15
BC 0,35
Vert(CT)
4.17
7-10
BCLL
0.0 *
Rep Stress Incr
YES
WB 0.05
Horz(CT)
0,06
2
BCDL
8.0
Code IRC20151TP12014
(Matrix-M)
LUMBER -
TOP CHORD 2x4 DF 1800E 1.6E *Except*
4-6: 2x4 OF No.2
BOT CHORD 2x4 DF 1800F 1.6E
WEBS 2x4 OF No.2
SLIDER Left 2x8 OF SS 2-6-0, Right 2x8 DF SS 2-&0
REACTIONS. (lb/size) 6=684/0-5-812=782/0-5-8
Max Horz 2=63(LC 8)
Max Uplift6=-17(LC 9), 2=-32(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 3-4=-726/52, 4-5=-726I51
BOT CHORD 2-7=0/650, 6-7=0/650
WEBS 4-7=0/296
I/defl Ud
>999 240
>999 180
n/a n/a
5 5x6
PLATES
MT20
Weight: 68 Ib
4x10
GRIP
220/195
Scale = 1:32.6
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-5-7 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
Installation guide.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.Spsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
AWARNING •Verify design paremeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with M7ekOO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, }he building designer must verify the applicabili}y of design parameters and properly incorporate fhis design into the overall
building design. Bracing indicated is to prevent buckling of individual }runs web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse wi}h possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Qualify Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
IONAL�� "
October 10,2016
MiTek-
250 Klug Circle
Corona, CA 92880
5 5x6
PLATES
MT20
Weight: 68 Ib
4x10
GRIP
220/195
Scale = 1:32.6
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-5-7 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
Installation guide.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.Spsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
AWARNING •Verify design paremeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with M7ekOO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, }he building designer must verify the applicabili}y of design parameters and properly incorporate fhis design into the overall
building design. Bracing indicated is to prevent buckling of individual }runs web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse wi}h possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Qualify Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
IONAL�� "
October 10,2016
MiTek-
250 Klug Circle
Corona, CA 92880
Job
Truss
Truss Type
Qty
Ply
3180 6/12
K2452244
B1604837
E02
GABLE
1
1
Job Reference (optional)
ProBuild Adington,
1-3-B
0
Adington, WA 98223
3x6 =
7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:46 2016 Page 1
D:ub1 sihnKw3JmFOVeCZgKsCzGu7V-FhILIVZ49T_kdsuKrXSKaYn2TaBzYdUEYvb_xlyUpY3
27 26 25 24 23 22 21 20 19 18 17 16
Plate Offsets /X Y1-- f8�0-3-0.Edae1
1-3-8
Scale = 1:30.9
LOADING
(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(Ioc)
Vdefl
Ud
PLATES GRIP
TOLL
25.0
Plate Grip DOL 1.15
TC 0.10
Vert(LL)
-0.01
15
n/r
120
MT20 220/195
TCDL
10.0
Lumber DOL 1.15
BC 0.01
Vert(CT)
401
15
n/r
120
BCLL
0.0 *
Rep Stress Incr YES
WB 0.03
Horz(CT)
0,00
16
n/a
n/a
BCDL
8.0
Code IRC2015ITP12014
(Matrix)
Weight: 90 lb FT = 20%
LUMBER -
TOP CHORD
2x4
DF
1800E 1.6E
REACTIONS. All bearings 16-0-0
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
(Ib) - Max Horz 27=-61(LC 6)
Max Uplift All uplift 100 Ib or less atjoint(s) 27, 16, 23, 24, 25, 26, 20, 19, 18,
17
Max Grav All reactions 250 lb or less at joints) 27, 163 222 23, 24, 25, 26, 213
20, 19, 18, 17
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Installation guide.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) All plates are 2x4 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing.
6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
7) Gable studs spaced at 1-4-0 oc.
8) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads.
9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will J
fit between the bottom chord and any other members.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 27, 16, 23, 24, 251
269 20, 19, 18, 17,
11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
5'' 8 A
.� GISTEg
IONAL�� "
October 10,2016
AWARN/NG -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev, f0/IA3/2015 BEFORE USE.
Design valid for use only with MTekC4 connectors. This design is based only upon parameters shown, and is for an individual building component, not ��' a truss rystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required forstability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880
Truss
Truss Type
City
Ply
3180 6/12K2452245
FB160483Job
7
HRA
JACK
2
1
Job Reference (optional)
ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:4, 2016 Page 1
ID: ub1 sihn Kw3JmFOVeCZgKsCzGu7V-jtJjVraiwm6bE7TWPEzZ7IJ6s_UQH3EOnZKXTByUpY2
2-0-0 8-4-5 2-9-15 2-9-15 3-3-7 2-9-15 2-9-15 2-9-15 2-9-15 -11-8
�1
Plate Offsets (X Y)--
(_3•Edge 0-1-8]
LOADING
(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL
TCDL
BCLL
25.0
10.0
0.0 *
Plate Grip DOL
Lumber DOL
Rep Stress Incr
1.15
1.15
NO
TC 0,57
BC 0.00
WB 0.00
Vert(LL)
Vert(CT)
Horz(CT)
-0,20
-0.28
0.09
2-3
2-3
12
>498
>355
n/a
240
180
n/a
MT20 220/195
BCDL
8.0
Code IRC2015/TP12014
(Matrix)
Weight: 59 lb FT = 20%
LUMBER -
TOP CHORD 2x4 DF 1800E 1.6E
WEBS 2x6 OF No.2
BRACING -
TOP CHORD Structural wood sheathing directly applied 6-0-0 purlins
or oc , except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 0-5-8
(Ib) - Max Horz 13=303(LC 4)
Max Uplift All uplift 100 Ib or less at joints) 12, 13, 4, 5, 7, 8, 9, 10,
except3=-225(LC 8)
Max Grav All reactions 250 lb or less at joint(s) 12, 12, 12, 41 51 7,
3=677(LC 1), 13=588(LC 1), 8=259(LC 1), 9=288(LC 1),
11
11 except
10=259(LC 1)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-274/126, 2-13=-588/35
NOTES-
1) Wind: ASCE 7-10; Vult=110mph 13-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 13, 43 51 72 81 91 ALL
10, 11 except Qt=lb) 3=225, WAS �.Q .
6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 12, 3, 45 51 71 81 91 101 11, S *dh
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ;01�
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 lb down and 77 lb up at 8-5-6, p
11 lb down and 20 lb up at 11-3-51 11 lb down and 20 lb up at 14-1-4, 11 lb down and 20 lb up at 1&11-3, 61 lb down and 93 lb up at
19-9-21 90 lb down and 96 lb up at 22-7-1, and 61 lb down and 93 lb up at 25-5-0, and 109 lb down and 91 lb up at 28-3-0 on top
chord. The design/selection of such connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 139 Q>�
LOADCASE(S) Standard 0S rs �
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 SsjONALi 64
Continued on page 2 October 10,2016
AWARN/NG - Vedry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �R-
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorpora}e this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880
NOTES-
1) Wind: ASCE 7-10; Vult=110mph 13-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 13, 43 51 72 81 91 ALL
10, 11 except Qt=lb) 3=225, WAS �.Q .
6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 12, 3, 45 51 71 81 91 101 11, S *dh
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ;01�
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 lb down and 77 lb up at 8-5-6, p
11 lb down and 20 lb up at 11-3-51 11 lb down and 20 lb up at 14-1-4, 11 lb down and 20 lb up at 1&11-3, 61 lb down and 93 lb up at
19-9-21 90 lb down and 96 lb up at 22-7-1, and 61 lb down and 93 lb up at 25-5-0, and 109 lb down and 91 lb up at 28-3-0 on top
chord. The design/selection of such connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 139 Q>�
LOADCASE(S) Standard 0S rs �
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 SsjONALi 64
Continued on page 2 October 10,2016
AWARN/NG - Vedry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �R-
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorpora}e this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880
Truss Type
Qty
Ply
3180 6112
FBob
FHRA
K2452245
837
JACK
2
1
Job Reference (optional)
ProBuild Arlington, Adington,WA 98223
LOAD CASES) Standard
Uniform Loads (plf)
Vert: 1-2=-70, 3-12=-70
Concentrated Loads (lb)
Vert: 3=-78(F) 8=-61 9=-90 10=61 11=-109
Trapezoidal Loads (plf)
Vert: 2=-72(1==-2)-to-3=-151(F=-81)
7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:47 2016 Page 2
ID:ub1sihnKw3JmFOVeCZgKsCzGu7V jtJjVraiwm6bE?TWPEzZ7lJ6s_UQH3EOnZKXTByUpY2
AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 10/a3/2815 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a }russ sys}em. Before use, the building designer must verify the applicability of design parameters and properly incorpora}e }his design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
MiTek
250 Klug Circle
Corona, CA 92880
Job
Truss
Truss Type
Qty
Ply
31110 6112
K2452246
B1604837
J14
JACK -PARTIAL
4
1
Job Reference (optional)
ProBuild Arlington, Adington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 1011:33:48 2016 Page 1
ID: ub1 sihnKw3JmFOVeCZgKsCzGu7V-B4s5jBaKh4ESs92jyyUofzsJROmDO WUX?D450dyUpY1
r1-3r 8 —� 0 8-1-8 10.1.8 12-1-8 141-B 16-1-8 111-1-8 [1 V51
1-3-8 30-0 3-0-0 2-1-8 2-0.0 2-0-0 2-0.0 2-0-0 2-0-0 1-9-7
6.00 12 11
13 12
3x4 =
I�
d
Scale = 1:62.4
LOADING
(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL
25.0
Plate Grip DOL 1,15
TC 0,39
Vert(LL)
0,07
12-13
>931
240
MT20 220/195
TCDL
10.0
Lumber DOL 1,15
BC 0.28
Vert(CT)
-0.0912-13
>740
180
BCLL
0.0
Rep Stress Incr YES
WB 0,00
Horz(CT)
-0,06
10
n/a
n/a
BCDL
8.0
Code IRC2015ITP12014
(Matrix)
Weight:41 lb FT=20%
LUMBER -
TOP CHORD 2x4 DF No.2 *Except*
1-6: 2x4 DF 180OF 1.6E
BOT CHORD 2x4 OF No.2
WEBS 2x4 DF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 0-1-8 except Qt=length) 13=0-5-8, 12=Mechanical.
(Ib) - Max Horz 13=276(LC 8)
Max Uplift All uplift 100 lb or less at joint(s) 12, 31 41 51 7, 81 93 10
Max Grav All reactions 250 lb or less at joint(s) 12, 4, 5, 73 8, 9 except 13=366(LC
1), 3=252(LC 1), 10=259(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-13=-333/0, 2-3=-271/63
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES-
1) Wind: ASCE 7-10; Vult=110mph (3- second gust) Vasd=87mp6; TCDL=6.Opsf; 0CD1=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 41 51 71 81 91 10.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 33 41 51 71 81 91 10,
7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 41 51 7, 8, 91 10.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Z
A� °WASLAO
October 10,2016
AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. f0/03/2015 BEFORE USE.
Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not ��`
a truss system. Before use, }he building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is io prevent buckling of individual truss web and/or chord members only. Additional temporary and pennanenT bracing Ml lek'
is always required for stability and To prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DS8.89 and BC51 Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES-
1) Wind: ASCE 7-10; Vult=110mph (3- second gust) Vasd=87mp6; TCDL=6.Opsf; 0CD1=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 41 51 71 81 91 10.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 33 41 51 71 81 91 10,
7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 41 51 7, 8, 91 10.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Z
A� °WASLAO
October 10,2016
AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. f0/03/2015 BEFORE USE.
Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not ��`
a truss system. Before use, }he building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is io prevent buckling of individual truss web and/or chord members only. Additional temporary and pennanenT bracing Ml lek'
is always required for stability and To prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DS8.89 and BC51 Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880
pe
Oty
Ply
3180 6/12
JJG1
==MONO
K2452247
FB16048737
RUSS
1
1
Job Reference (optional)
ProBuild Arlington, Arlington, WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Oct 10 11:33:48 2016 Page 1
I D: ub1 sihnKw3JmFOVeCZgKsCzGu7V-B4s5jBaKh4ESs92jyyUofzsE20fsORUX?D450dyUpY1
I
a7-s s-ao
2-7-5 3-4-11
3x8 3x10 I 4x4 =
i 2-7-5 6-0-0
Scale = 1:24.4
Plate Offsets
(X Y1—
11.0-2�12 0-1-30-1-3]
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL,
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL
25.0
Plate Grip DOL
1,15
TC 0.74
Vert(LL)
402
5-6
>999
240
MT20 220/195
TCDL
BCLL
10.0
0.0 '
Lumber DOL
Rep Stress Incr
1,15
NO
BC 0,76
WB 0,32
Vert(CT)
Horz(CT)
-0.04
0.01
5-6
5
>999
n/a
180
n/a
BCDL
8.0
Code IRC2015/TP12014
(Matrix)
Weight: 37 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 DF No.2 TOP CHORD
BOT CHORD 2x6 DF No,2
WEBS 2x4 DF No.2 BOT CHORD
SLIDER Left 2x6 DF No.2 1-8-0
REACTIONS. (Ib/size) 1=1136/0-5-8, 5=1222/Mechanical
Max Horz 1=101(LC 5)
Max Uplift 1 =-34(LC 8), 5=-68(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1608/41, 2-3=-1539/56
BOT CHORD 1-7=-73/1246, 6-7=-73/1246, 6-8=-73/1246, 5-8=-73/1246
WEBS 3-6=-20/1509, 3-5=-1452/98
hing directly applied 3-8-4
Structural wood sheator oc purlins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES-
1)Wind: ASCE 7-10; Vu1t=110mph 13-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 927 Ib down and 39 lb up at 2-0-12,�L
and 927 lb down and 39 lb up at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of
others. A O� VJASj�
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). K
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf) ;,
Vert: 1-5=-16, 14=-70 rp
Concentrated Loads (Ib) 51398 wa
Vert: 7=-927(B) 8=-927(B)
�ssjONAL���
October 10,2016
AWARMNG - Veriry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. l��
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not ��
a truss rystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate }his design into }he overall _
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIT Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880
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